macomber v-lok system lateral stability
 

macomber v-lok system lateral stability.
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.