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3. Masonry elements designed primarily as axial-load carrying members shall comply with Sections 2106.1.12.4, Item 1 and 2108.2.6.2.6. 4. Masonry elements designed primarily as flexural members shall comply with Section 2108.2.6.2.5. 5. (Not Adopted) 6. Steel elements designed primarily as flexural members or trusses shall have bracing for both top and bottom beam flanges or chords at the location of the support of the discontinuous system and shall comply with the requirements of AISC - Seismic Part I, Section 9.4b. Sec. 9.69 SECTION 1630.10.2 OF THE BUILDING CODE AMENDED: Section 1630.10.2 of the Building Code is hereby amended to read as follows: Section 1630.10.2 Calculated. Calculated story drift using AM shall not exceed 0.025 times the story height for structures having a fundamental period of less then 0.5 second. For structures having a fundamental period of 0.5 second or greater, the calculated story drift shall not exceed 0.020/T 1/3 times the story height. Sec. 9.70 SECTION 1633.2.4 OF THE BUILDING CODE AMENDED: Section 1633.2.4 of the Building Code is hereby amended to read as follows: Section 1633.2.4 Deformation compatibility. All structural framing elements and their connections, not required by design to be part of the lateral-force-resisting systems, shall be designed and/or detailed to be adequate to maintain support of design dead load plus live loads when subjected to the expected deformations caused by seismic forces. PA effects on such elements shall be considered. Expected deformations shall be determined as the greater of the Maximum Inelastic Response Displacement, AM, considering PA effects determined in accordance with Section 1630.9.2 or the deformation induced by a story drift of 0.0025 times the story height. When computing expected deformations, the stiffening effect of those elements not part of the lateral-fome-resisting system shall be neglected. For elements not part of the lateral-force-resisting system, the forces induced by the expected deformations may be considered as ultimate or factored forces. When computing the forces induced by expected deformations, the restraining effect of adjoining rigid structures and nonstructural elements shall be considered and a rational value of member and restraint stiffness shall be used. Inelastic deformations of members and connections are permitted to occur, provided the assumed calculated capacities are consistent with member and connection design and detailing. Atty/Ord/Ord.167 102402 10 2241