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-

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

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

1617.3.3.1 ICC 300, Section 303.5.2. Modify Section 303.5.2 by adding Equation 3-5a as follows:

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

1617.3.3.2 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/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 1512.

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

1617.5.1.4 Item 37. Yards and terraces, pedestrians. Item 37 applies to pedestrian bridges and walkways that are not subjected to uncontrolled vehicle access.

1617.5.1.5 Item 38. 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.

1617.5.2 Uncovered open-frame roof structures. Uncov- ered open-frame roof structures shall be designed for a

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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.

1617.5.3 Seating for assembly uses. Replace Section 1607.19 with the following:

Bleachers, folding and telescopic seating and grand- stands shall be designed for the loads specified in ICC 300 as modified by Section 1617.3.3 load combinations. Stadi- ums and arenas with fixed seats shall be designed for the horizontal sway loads in Section 1607.19.1.

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 106.1.2 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 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 Modifications to Table 1613.2.3(1). Replace Table 1613.2.3(1) with Table 1613A.2.3(1).

1617.9.2 Modifications to Table 1613.2.3(2). Replace Table 1613.2.3(2) with Table 1613A.2.3(2).

1617.9.3 Seismic design category. The seismic design cat- egory for a structure shall be determined in accordance with Section 1613.

1617.9.4 Mapped acceleration parameters. Seismic Design Category shall be determined in accordance with Section 1613.2.5.

1617.9.5 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.

1617.9.5.1 Alternative seismic design category deter- mination. The alternative Seismic Design Category

STRUCTURAL DESIGN

determination procedure of Section 1613.2.5.1 is not permitted by DSA-SS/CC.

1617.9.5.2 Simplified design procedure. The simplified design procedure of Section 1613.2.5.2 is not permitted by DSA-SS/CC. 1617.9.6 Ballasted photovoltaic panel systems. Ballasted, roof-mounted photovoltaic panel systems shall comply with ASCE 7, Section 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.

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 pro- posed 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 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. 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

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

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

1617.11.4.1 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.

1617.11.4.2 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.

1617.11.4.3 ASCE 7, Section 12.2.3.2. 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.

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 portions.

1617.11.5 Reserved.

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 irregu- larities for Seismic Design Categories D through F. Structures assigned to Seismic Design Category 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. Structures assigned to Seismic Design Category D having vertical irregularity Type 1b 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, Section 12.3.4 is assigned to the seismic force-resisting system in both orthogonal directions and the struc- ture is designed for one of the orthogonal pro- cedures as defined in ASCE 7, Section 12.5.3.1.

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1617.11.14 ASCE 7, Section 12.13.9.2. 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.

1617.11.15 ASCE 7, Section 13.1.4. Replace ASCE 7, Section 13.1.4 by 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 purposes 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 ½ 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. Mobile Equipment: Equipment heavier than 400 pounds (181.4 kg) or that has a center of mass located 4 feet (1219 mm) or more above the adja- cent 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 materials or any facility systems or fixed equip- ment that can be affected by mobile equipment lacking restraint.

4. 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 cen- ter 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. Other Equipment: Equipment shall be anchored where any of the following apply:

a. Weight of equipment is greater than 100

pounds (45 kg) and essential to operations for emergency preparedness, communica-

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 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 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.

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.

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tions 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 contin- uous operation or access/egress.

b. Could fall and block a required means of

egress.

c. 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.

6. Equipment with hazardous contents.

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

8. 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).

Exemptions: The following nonstructural compo- nents 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 electri- cal components and fixed equipment that are positively attached to the structure, provided that none of the conditions in this section apply, and flexible connections are provided between the component and associated ductwork, piping and conduit where required.

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 sur- rounding all sides of each piece of tile, board or panel and each light fixture or grille. A cross run- ner that supports another cross runner shall be considered as a main runner for the purpose of structural classification. Splices or intersections of such runners shall be attached with through con- nectors 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 support 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 connections 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 weighing more than ¹ /2 pounds per square foot (24 N/m ² ) other than acoustical tiles shall be positively attached to the ceiling suspension runners.

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 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 where one of the following apply:

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

mm) or ¹ /2-inch (13 mm) diameter rod

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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 connections or other assemblies are provided to accommodate the relative displacement between the duct sys- tem and associated components, the duct system 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 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,

STRUCTURAL DESIGN

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.

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, and no single pipe exceeds the diame- ter limits set forth in item 2b 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

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, and no single pipe exceeds the diame- ter limits set forth in item 2b 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 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 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

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

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

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 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. 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.

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 regula- tions, nor shall the deflection of the rail relative to its supports exceed the deflection listed below.

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

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 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 allowable stress design load. 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.

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 sup- porting structural framing shall use the weight of the counterweight 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 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.

16-56 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.

CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLE