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sum of the shears Ve computed in accordance with ACI 318 Sections 21.5.4.1 and 21.6.5.1 for all the beams framing into the column above the level under consideration, transverse reinforcement as specified in ACI 318 Sections 21.6.4.1 through 21.6.4.3 shall be provided. For beams framing into opposite sides of the column, the moment components are permitted to be assumed to be of opposite sign. For the determination of the design strength, ϕPn, of the column, these moments are permitted to be assumed to result from the deformation of the frame in any one principal axis. 1905.1.11 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 Pu > 0.35Po shall not be considered to contribute to the calculated shear strength of the structure for resisting earthquake- induced forces. Such walls shall conform to the requirements of ACI 318 Section 21.13. 1905.1.12 ACI 318, Section 21.11.6. Modify ACI 318, Section 21.11.6.1, as follows: 21.11.6.1 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 db in thickness, where db 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, 2013 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 2306.3 of the California Building Code, 2013 is amended as follows: Section 2306.3 Wood –frame shear walls. Wood –frame shear walls shall be designed and constructed in accordance with AF&PA SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AF&PA SDPWS shall be met and the allowable shear values set forth in Table 2306.3(1), 2306.3(2) or 2306.3(3) shall be permitted. The allowable shear values in Tables 2306.3(1) and 2306.3(2) are permitted to be increased 40 percent for wind design. Panels complying with ANSI/APA PRP-210 shall be permitted to use design values for Plywood Siding in the AF&PA SDPWS. 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. Section 2308.1 of the California Building Code, 2013 Edition is amended as follows: