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Re: One way slab design with point load.[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaoc(--nospam--at)seaoc.org
- Subject: Re: One way slab design with point load.
- From: Neil Moore <nmoore(--nospam--at)spider.lloyd.com>
- Date: Mon, 29 Sep 1997 08:44:50 -0700 (PDT)
><< I have a photocopy out of an old concrete design book a senior engineer >gave > me years ago that has the following simplistic assumption for approximating > participating width of a one way slab under a point load. Take TAN^-1(0.6) > lines from the point load radiating to the supported sides of the slab. For > your case with a point load at the center, the participating width would be > 2*0.6*11 = 13.2 feet. Obviously, if the load is not at center span, the > effective width will be smaller at one support than at the other since the > slab cannot form a symmetric "saucer" shape. I've always thought this was a > little too optimistic for my comfort level though, and usually take no more > than the point load width plus 4x the slab depth in width and provide extra > reinforcing in this strip as necessary. I'd be curious to hear how other > people handle this situation, too >> > > >Joe, I don't understand the formula, is part of it missing? > > >Tom VanDorpe, P.E. >VCA Engineers We encountered an engineer (old S.E.) who was promoting that approach a few years ago (trying to justify placing a point load on an existing slab on ground). We couldn't accept it or rationalize it. Neil Moore, S.E.
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