2108.2 TMS 402, Section 6.1.5.1.1, development.

Modify the second paragraph of Section 6.1.5.1.1 as follows:

The required development length of reinforcement shall be determined by Equation (6-1), but shall not be less than 12 inches (305 mm) and need not be greater than 72 d b .

2108.3 TMS 402, Section 6.1.6.1.1, splices.

Modify subsections 6.1.6.1.2 and 6.1.6.1.3 as follows:

6.1.6.1.2 – A welded splice shall have the bars butted and welded to develop at least 125 percent of the yield strength, f y , of the bar in tension or compression, as required. Welded splices shall be of ASTM A706 steel reinforcement. Welded splices shall not be permitted in plastic hinge zones of intermediate or special reinforced walls.

6.1.6.1.3 – Mechanical splices shall be classified as Type 1 or 2 in accordance with Section 18.2.7.1 of ACI 318. Type 1 mechanical splices shall not be used within a plastic hinge zone or within a beam-column joint of intermediate or special reinforced masonry shear walls. Type 2 mechanical splices are permitted in any location within a member.

Section BC 2109: Empirical Design of Masonry

2109.1 General.

Empirically designed masonry shall conform to this chapter or the requirements of Appendix A of TMS 402, except where otherwise noted in this section.

2109.1.1 Limitations.

The use of empirical design of masonry shall be limited as noted in Section A.1.2 of TMS 402. The use of dry-stacked, surface-bonded masonry shall be prohibited in Risk Category IV structures. In buildings that exceed one or more of the limitations of Section A.1.2 of TMS 402, masonry shall be designed in accordance with the engineered design provisions of Section 2101.2 or the foundation wall provisions of Section 1807.