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RE: Column design

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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

 

-----Original Message-----
From: Ashraf Manjappara [mailto:ashraf.manjappara(--nospam--at)gmail.com]
Sent: Thursday, December 15, 2005 1:54 PM
To: seaint(--nospam--at)seaint.org
Subject: Column design

 

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.
I am not able to design that column for moment since width is just 20cm.Could you suggest a way to reduce the column moment or else an alternate solution.

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.
regards
Ashraf