RE: Min. Steel in Concrete Column[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: Min. Steel in Concrete Column
- From: Paul Crocker <paulc(--nospam--at)ckcps.com>
- Date: Mon, 5 Feb 2001 15:13:39 -0800
From: Lao, Larry [mailto:LaoL(--nospam--at)vmcmail.com]
Sent: Monday, February 05, 2001 2:59 PM
Cc: Kuhn, Bob; Wiegert, Tom; Lao, Larry
Subject: Min. Steel in Concrete Column
We have a 4'x4' concrete column under 110 k axial load (D+L) and 60 k-ft bending, both are at the bottom of the column, the column height is 18', about 4k of shear on top of the column. The 4'x4' was picked for supporting upper mechanical device.
Obviously, the min. steel requirement in UBC will put about 0.01*48*48=23 in^2 vertical bars into the column, which will provide about 2200k-f bending capacity or 4,000 kips of compression capacity. I remember have seen some requirement in the code, saying that if a design can provide 100% capacity over the demand, the 1% steel requirement can be ignored,. Basically, this is to prevent excessive rebars in a non-structural-sized column. Can anybody back me up on this?
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