Notwithstanding the provisions of section 25.02.01 of this article, section 1905.1.3 of the Building Code is amended to read as follows:
1905.1.3 ACI 318, Section 18.5. Modify ACI 318, Section 18.5, by renumbering Section 18.5.2.2 to become new Sections 18.5.2.2, 18.5.2.3, 18.5.2.4 and 18.5.2.5 to read as follows:
18.5.2.2 - Connections that are designed to yield shall be capable of maintaining 80 percent of their design strength at the deformation induced by the design displacement or shall use Type 2 mechanical splices.
18.5.2.3 - Elements of the connection that are not designed to yield shall develop at least 1.5 Sy.
18.5.2.4 - In structures assigned to Seismic Design Category D, E or F, intermediate precast wall panels and wall piers shall be designed in accordance with Section 21.9 or 21.13.
18.5.2.5 - Wall piers not designed as part of a moment frame in buildings assigned to Seismic Design Category C shall have transverse reinforcement designed to resist the shear forces determined from 21.3.3. Spacing of transverse reinforcement shall not exceed 8 inches (203 mm). Transverse reinforcement shall be extended beyond the pier clear height for at least 12 inches (305 mm).
Exceptions:
1. Wall piers that satisfy 18.10.8 or 18.14.
2. Wall piers along a wall line within a story where other shear wall segments provide lateral support to the wall piers and such segments have a total stiffness of at least six times the sum of the stiffnesses of all the wall piers.
18.5.2.6 - Wall segments with a horizontal length-to-thickness ratio less than 2.5 shall be designed as columns.
(Ord. 0-19-1357, 11-13-2019)