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RE: Deep Beams[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Deep Beams
- From: Syed Masroor <masroor(--nospam--at)cstengrs.com>
- Date: Tue, 6 Apr 2010 12:55:18 +0000
It has to be some significant part of the total load for deep beam equations to take effect. If a large proportion of the load is distributed on a beam with low h/span, it shouldn't be designed by strut and tie.|
However, it makes sense to check shear by strut-tie model where Vu at d from support is quite small, but there is a large concentrated load near the support. Even for bridges.
Syed A Masroor
Subject: Deep Beams
Date: Mon, 5 Apr 2010 18:13:12 -0500
ACI 318 section 11.7 describes a deep beam as any beam that is loaded within 2h of the end; and therefore Appendix A, strut-and-tie, is to be used. (Or a non-linear method)
So, that would mean that any beam with a moving load would have to be designed that way because the load will at some point be in that range.
Is there a minimum load for which the deep beam analysis becomes unnecessary?
Jerry D. Coombs, P.E.
- Deep Beams
- From: Coombs Engineering
- Deep Beams
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