Need a book? Engineering books recommendations...
RE: Deep Masonry Beams[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: Deep Masonry Beams
- From: "Horning, Dick/CVO" <dhorning(--nospam--at)CH2M.com>
- Date: Mon, 26 Oct 1998 10:17:07 -0700
Deflection may be the limiting factor. Normally I would limit it to L/600, but the amount the storefront can accommodate will probably limit it to even less. I would also follow deep beam procedure. PCA put out a pamphlet long ago for flexural stresses, resultant tension, and shear stress. -----Original Message----- From: Michael D Zaitz [SMTP:mzaitz(--nospam--at)surfsouth.com] Sent: Monday, October 26, 1998 1:01 PM To: seaint(--nospam--at)seaint.org Subject: Deep Masonry Beams Does anyone have any experience in using a masonry lintel to span 31' over a window? We have a client who is building a convience store and wants a 31' foot opening in the masonry wall (split face load baering CMU 8" or 12"). We have approximately 6 feet above the opening to joist bearing. Is there any problems with a 6 foot deep masonry beam? I know in concrete there are special checks for deep beams for both shear and flexure but the ACI 530 code does not address this that I have found. Any concerns or pitfalls? We are planning on a control joint near the end of the opening. Thanks, Mike Zaitz
- Prev by Subject: Deep Masonry Beams
- Next by Subject: RE: Deep Masonry Beams
- Previous by thread: Re: Foro en español - en a islensku?
- Next by thread: RE: Deep Masonry Beams