Need a book? Engineering books recommendations...
comm#780--Re: Beam Reinforcement using Bolts[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: comm#780--Re: Beam Reinforcement using Bolts
- From: "Michael Hemstad" <hemstad.ml(--nospam--at)tkda.com>
- Date: Wed, 8 Nov 2000 13:15:58 -0600
Mike- The idea you describe is the most practical for minor reinforcement, and about the only reasonable way to reinforce a beam in negative moment regions. For positive moment regions requiring large span increases (for example, when we need to remove a column), we usually end up welding a split T section to the bottom flange, but that doesn't do much for your situation (unless you butt the flanges of the T's to each side of the carrying girder or column and weld everything). If you can't get enough strength or stiffness (stiffness would be my first concern with a long cantilever) with the 10 inch channel nested in the 12 inch beam, then slide 10 inch WF beams in between the 12 inch beams and block them up. You are right-you need to brace the negative moment region. This is especially important with a beam as slender as the one you describe. By the way, are the header you'll install, and the dead load its attached to, sufficient to resist the cantilever moment? Just a thought. Michael Hemstad, P.E. phone: 651/292-4468 fax: 651/292-0083 e-mail: hemstad.ml(--nospam--at)tkda.com Toltz, King, Duvall, Anderson & Assoc., Inc 1500 Piper Jaffray Plaza 444 Cedar Street Saint Paul, Minnesota 55101-2140
- Prev by Subject: comm#780--RE: Lat Torsional Buckling
- Next by Subject: comm#780--Re: FiRP Reinforced Glulam Beams
- Previous by thread: RE: QUERY: HSS Connections Manual Erratum?
- Next by thread: Fiberglass church steeple support - need opinions