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Steel deck diaphragms[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Steel deck diaphragms
- From: dave <dmcmaster(--nospam--at)hopeengineering.com>
- Date: Fri, 17 Sep 1999 08:28:35 -0700
We have designed a single story tilt-up with a steel deck roof diaphragm. The roof deck is attached to all supports with puddle welds. Our design assumes that the tilt-up panel parallel to the roof joists (therefore perpendicular to the span of the deck) is continuously supported by the roof deck, and the roof deck therefore acts as a continuous crosstie, thus eliminating the need for additional wall anchors. (1994 UBC 1618.104.22.168 requires ties be in addition to the roof sheathing only for wood diaphragms). We have verified that the perimeter puddle welds are adequate for the wall anchorage force, and the capacity of the deck in compression is adequate. We are still unable to convince the plan checker that this is an adequate diaphragm. Does anyone have any thoughts on this, or better yet, any reference material which will support our design?
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