2114.2.2 End connections.
BC § 2114.2.2
Where slab or beam elements are supported on a masonry wall, column or pier, the connection shall be designed to sustain an axial tension capacity equal to the greater of the vertical shear capacity of the connected element at either end or two percent of the maximum factored vertical dead and live load in the compression masonry element. The design of the end connections shall ensure the transfer of such loads to horizontal or vertical ties. Where more than one element frames in one direction, none of the elements or connections shall have an axial tension capacity of less than one percent of the vertical load. For the design of the connections, the transverse shear force and the axial tensile force need not be considered to act simultaneously. The reinforcement of the end connections shall be equivalent to at least one No. 4 bar, at a maximum spacing of 24 inches (610 mm) on center. Where end connections occur at a masonry pier or column, reinforcement equivalent to a minimum of four fully developed No. 4 bars shall be provided. The reinforcement shall be distributed around the perimeter of the column or pier. The minimum anchorage into both the slab and the masonry compression element shall be equivalent to the capacity of the fully developed No. 4 bar. Where the floor extends on both sides of a bearing wall, the portion of the tie within the slab shall alternate between both sides.
