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RE: Column design[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Column design
- From: "Eli Grassley" <elig(--nospam--at)psm-engineers.com>
- Date: Thu, 15 Dec 2005 16:43:18 -0800
Does the wind not blow over there? Iran just had a sizable earthquake recently as I recall. Is the oil that Kuwait sits over acting as some kind of base isolation system?
What is your lateral force resistance system if you are not designing the columns as part of a moment frame?
~~ Eli Grassley
I have to design a RCC framed structure to support a
LL of 22kN/m2 with a span of 6m,bay length of 4.2m. Architect is insisting on
20cm X 40cm wide column, 20cm is the width parallel to span.
As far as I know most of the designers in Kuwait does not design end or corner columns of RCC frames for moment. They simply assume that it's simply supported and design column for axial load only and they design the beam for simply supported moment. For eg. for udl they design the beams of frames for wl2/8 in one span frames.
Its really shocking for me. I started working in
Kuwait last month only. So many designers here are saying that no need to
design column for moment if building is below 6 stories. I am not able to
understand their logic and they are not accepting my view that every
column should be designed for the moment it attracts. They are forcing me
to design columns only for axial load alone.so please make your comments.
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