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The last paragraph of Section 1905.1.2 of the 2016 Edition of the California Building Code is amended to read as follows: All special moment frames and special structural walls shall also satisfy 18.2.4 through 18.2.8. Concrete tilt -up wall panels classified as intermediate precast structural wall system shall satisfy 18. 10.1 in addition to 18.5.2.1 and 18.5.2.2 for structures assigned to Seismic Design Category D, E or F. 1905.1.7 ACI 318, section 14.1.4 Delete ACI 318, section 14.1.4 and replace with the following: 14.1.4 — Plain concrete in structures assigned to Seismic Design Category C, D, E or F. 14.1.4.1 — Structures assigned to Seismic Design Category C, D, E or F shall not have elements of structural plain concrete, except as follows: (a) Isolated footing of plain concrete supporting pedestals or columns are permitted, provided the projection of the footing beyond the face of the supported member does not exceed the footing thickness. Exception: In detached one—and two—family dwellings three stories or less in height, the projection of the footing beyond the face of the supported member is permitted to exceed the following thickness. (b) Plain concrete footing supporting walls are permitted, provided the footings have at least two continuous longitudinal reinforcing bars. Bars shall not be smaller than No.4 and shall have a total area of not less than 0.002 times the gross cross-sectional area of the footing. A minimum of one bar shall be provided at the top and bottom of the footing. Continuity of reinforcement shall be provided at corners and intersections. Sections 1905.1.9 through 1905.1.11 are added as follows: 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, (PPn, 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, (PPn, of the column, these moments are permitted to be assumed to result from the deformation of the frame in any one principal axis. ORDINANCE NO. 2016-014 35