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1905.1.9 ACI 318, Section 18.7.5.. Modify ACI 318, Section 18.7.5, by adding Section 18.7.5.8 and 18.7.5.9 as follows: 18.7.5.8 Where the calculated point of contra flexure is not within the middle half of the member clear height, provide transverse reinforcement as specified in ACI 318 Sections 18.7.5.1, Items (a) through (c), over the full height of the member. 18.7.5.9 At any section where the design strength, ϕPn, of the column is less than the sum of the shears Ve computed in accordance with ACI 318 Sections 18.6.5.1 and 18.7.6.1.1 for all the beams framing into the column above the level under consideration, transverse reinforcement as specified in ACI 318 Sections 18.7.5.1 through 18.7.5.3 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. 1905.1.10 ACI 318, Section 18.10.4. Modify ACI 318, Section 18.10.4, by adding Section 18.10.4.6 to read as follows: 18.10.4.6 – 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 18.14. 1905.1.11 ACI 318, Section 18.12.6. Modify ACI 318, Section 18.12.6.2, as follows: 18.12.6.2 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 4.3.4 of SDPWS 2018 Edition is amended as follows: Delete rows 5 & 6 of Table 4.3.4 Section 2306.3 of the California Building Code, 2019 is amended as follows: Section 2306.3 Wood –frame shear walls. Wood –frame shear walls shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AWC 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 AWC 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 2308.6.8.1 of the California Building Code, 2019 Edition is amended as follows: