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RE: metal roof decking[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaoc <seaint(--nospam--at)seaint.org>
- Subject: RE: metal roof decking
- From: "La Count, Curt" <Curt.LaCount(--nospam--at)Jacobs.com>
- Date: Thu, 3 Sep 1998 07:47:00 -0700
Dave, Since you probably have a wall that is paralell to your joists, you need a method for draging your anchorage forces into your diaphragm (at 4'-0" oc maximum). I would normally use angles as compression/tension struts and analyze using a subdiaphragm theory (similar to wood). Continue the angles into the diaphragm as needed to drag in your anchorage forces (attach to the diaphragm with welds or fasteners). When the joists are perpendicular to the struts, cope the vertical leg of the angle and pass the horizontal leg over the top of the joist. For the situation when your joists are perpendicular to the wall, design the wall to span 8"-0" horizontally or add a strut as described above. I hope that this is helpful, Curt La Count, P.E. Jacobs Engineering Portland, OR ---------- From: Dave Anderson To: seaoc Subject: metal roof decking Date: Wednesday, September 02, 1998 9:14PM Hi Is anyone design 18 gage metal decking as roof diaphragm no concrete and to support tilt up wall 34 feet long if yes . did you check it for axial and bending loads? that in CA . zone 4 ! by 96 UBC revision the joist spaced 8 feet on center thanks in advance D.A. P.E.
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