bjb
Structural
- Nov 8, 2002
- 455
We have a one-story building that uses the Macomber V-Lok system. We are trying to figure out how lateral stability is provided for the building since there are no shear walls or braced frames, just Macomber V-Lok.
Does anyone know if Macomber V-Lok Framing was assumed to be capable of providing frame action? I am wondering if the original assumption was that the joist to column connection functioned as a Type 2 wind moment connection, and that a point of inflection would occur at about the middle of the column. The catalog we do have says that the columns were designed with K=1.5, which makes me suspect assumption of a Type 2 wind moment connection.
Does anyone know if Macomber V-Lok Framing was assumed to be capable of providing frame action? I am wondering if the original assumption was that the joist to column connection functioned as a Type 2 wind moment connection, and that a point of inflection would occur at about the middle of the column. The catalog we do have says that the columns were designed with K=1.5, which makes me suspect assumption of a Type 2 wind moment connection.
