Reso 2010-131 - Laserfiche WebLink

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into opposite sides of the column, the moment components may be assumed to be of opposite sign. For the determination of the design strength, cpP of the column, these moments may be assumed to result from the deformation of the frame in any one principal axis. 1908.1.13 ACI 318, Section 21.9.4. Modify ACI 318, Section 21.9.4, by adding Section 21.9.4.6 to read as follows: 21.9.4.6 — Walls and portions of walls with P > 0.35P shall not be considered to contribute to the calculated strength of the structure for resisting earthquake- induced forces. Such walls shall conform to the requirements of ACI 318 Section 21.13. 1908.1.14 ACI 318, Section 21.11.6. Modify ACI 318, Section 21.11.6, by adding the following: Collector and boundary elements in topping slabs placed over precast floor and roof elements shall not be less than 3 inches (76 mm) or 6 d thick, where d is the diameter of the largest reinforcement in the topping slab. Section 7 -5 -190: CONVENTIONAL LIGHT -FRAME CONSTRUCTION Section 2301.2, method 3 of California Building Code. 2010 edition is revised as follows: Delete Exception. Section 4.3.4 of SDPWS 2008 Edition is amended as follows: Delete rows 5 & 6 and footnote 2 of Table 4.3.4 Section 2306.7 of the California Building Code, 2010 is amended as follows: The text of the exemption is not changed. 2306.7 Shear walls sheathed with other materials. Shear walls sheathed with Portland cement plaster, gypsum lath, gypsum sheathing or gypsum board shall be designed and constructed in accordance with AF &PA SDPWS. Shear walls sheathed with these materials are permitted to resist horizontal forces using the allowable shear capacities set forth in Table 2306.7. Shear walls sheathed with Portland cement plaster, gypsum lath, gypsum sheathing or gypsum board shall not be used to resist seismic forces in structures assigned to Seismic design Category D. E or F. Exception: [text unchanged] 5