JUMP TO FULL CODE CHAPTER
Replace ASCE 7, Section 13.1.4, with the following:
13.1.4 Exemptions. The following nonstructural components are exempt from the requirements of this section:
- Furniture (except storage cabinets as noted in Table 13.5-1).
Temporary or moveable (mobile) equipment.
- Equipment shall be anchored if it is permanently attached to the building utility services such as electricity, gas or water. For the purposes of this requirement, “permanently attached” shall include all electrical connections except plugs for duplex receptacles.
- The enforcement agency shall be permitted to require temporary attachments for movable equipment which is usually stationed in one place and 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 support the component, when they are not in use for a period longer than 8 hours at a time.
Architectural, mechanical and electrical components in Seismic Design Categories D, E or F where all of the following apply:
- The component is positively attached to the structure;
Flexible connections are provided at seismic separation joints and between the component and associated ductwork, piping and conduit; and either:
The component weighs 400 pounds (1780 N) or less and has a center of mass located 4 feet (1.22 m) or less above the adjacent floor or roof level that directly support the component;
Exception: Special Seismic Certification requirements of this code in accordance with Section 1705A.13.3 shall be applicable.
- The component weighs 20 pounds (89 N) or less or, in the case of a distributed 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 irrespective of weight.
Related Code Sections
Replace ASCE 7, Section 13.1.4, with the following: 13.1.4 Exemptions. The following nonstructural components are exempt from the requirements ...
Replace ASCE 7 Section 13.1.4 by the following: 13.1.4 Exemptions. The following nonstructural components are exempt from the requirements ...
[OSHPD 2] Power actuated fasteners qualified in accordance with ICC-ES AC 70 shall be deemed to satisfy the requirements of ASCE 7 Section 13.4.5 . Power actuated fasteners shall be permitted in seismic shear for components exempt from construction documents review by ASCE 7 Section 13.1.4 ...
Modify ASCE 7 Table 12.2-1 as follows: BEARING WALL SYSTEMS Light-framed walls with shear panels of all other materials - Not permitted by DSA-SS/CC. BUILDING FRAME SYSTEMS Light-framed walls with shear panels of all other materials - Not permitted by DSA-SS/CC. MOMENT RESISTING FRAME SYSTEMS Cold-formed steel — special bolted moment frame - Not permitted by DSA-SS/CC. Exception: Systems listed in this section can be used as an alternative system when pre-approved by the enforcement agency. 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. Systems listed in this section can be used for seismically isolated buildings when permitted by Section 1613.4.1. Replace ASCE 7 Section 220.127.116.11, 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 lowest value of R that is used in the same direction at any story above that story. Likewise, the deflection amplification factor, C d , and the system over strength factor, Ω o , 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 18.104.22.168 by adding the following additional requirements for a two stage equivalent lateral force procedure or modal response spectrum procedure: f. Where design of elements of the upper portion is governed by special seismic load combinations, the special loads shall be considered in the design of the lower portions. The exception in Item a is not permitted by DSA-SS/CC. The exception in Item a is not permitted by DSA-SS/CC. The exception in Item a is not permitted by DSA-SS/CC. Modify ASCE 7 Section 22.214.171.124 as follows: 126.96.36.199 Prohibited horizontal and vertical irregularities 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. Modify ASCE 7 Section 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 engineer qualified in soils engineering, plus the difference in earth pressures shall be added to the lateral forces provided in this section. Replace ASCE 7 Section 188.8.131.52 by the following: 184.108.40.206 Maximum S DS Value in Determination of C s and E v . The value of C s and E v are permitted to be calculated using a value of S DS equal to 1.0, but not less than 70% of S DS as defined in Section 11.4.4, provided that all of the following criteria are met: The structure does not have irregularities, as defined in Section 12.3.2; The structure does not exceed five stories above the base as defined in Section 11.2; The structure has a fundamental period, T, that does not exceed 0.5 seconds, as determined using Section 12.8.2; The structure meets the requirements necessary for the redundancy factor, ρ, to be permitted to be taken as 1.0, in accordance with Section 220.127.116.11; The site soil properties are not classified as Site Class E or F, as defined in Section 11.4.2; and The structure is classified as Risk Category I or II, as defined in Section 1.5.1. Replace ASCE 7 Section 12.9.4 as follows: 12.9.4 Scaling design values of combined response. Modal base shears used to determine forces and drifts shall not be less than the base shear calculated using the equivalent lateral force procedure of Section 12.8. Replace ASCE 7 Exception 1 of Section 18.104.22.168 by the following: Exception: The forces calculated above need not exceed those calculated using the load combinations of Section 22.214.171.124 with seismic forces determined by Equation 12.10-3 and transfer forces, where applicable. Modify ASCE 7 Section 12.13.1 by adding Section 126.96.36.199 as follows: 188.8.131.52 Foundations and superstructure-to-foundation connections. The foundation shall be capable of transmitting the design base shear and the overturning forces from the structure into the supporting soil. Stability against overturning and sliding shall be in accordance 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: The strength of the superstructure elements. The maximum forces that can be delivered to the foundation in a fully yielded structural system. Forces from the Load Combinations with over-strength factor in accordance with ASCE 7 Section 184.108.40.206. Exceptions: Where referenced standards specify the use of higher design loads. 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. 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. Replace ASCE 7 Section 13.1.4 ...
Chapter 29 of ASCE/SEI 7[3.5] shall be used to establish minimum wind loads on the structure ...