Has anyone ever considered metal deck in compression. I am looking at section 1620.3.1 (IBC 03) which deals with anchorage to concrete or masonry walls. Would like to justify that in the strong direction of 1 1/2" metal roof deck that the loading imposed by Eq. 16-62 could be taken in compression thru the decking and be transferred into the joist girders which would act as the ties between the masonry walls. In the opposite direction, the metal deck is braced by joists at 6'-0" max, therefore the joists top chord would be designed for a small tension/compression loading.
Any help would be greatly appreciated.
Thanks in advance.
Any help would be greatly appreciated.
Thanks in advance.