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RE: Min. Steel in Concrete Column

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Per ACI 318-99, this reduction in steel percentage is no longer permitted in
"regions of high seismic risk" (Seismic Zones 3 and 4).

-----Original Message-----
From: Sherman, William [mailto:ShermanWC(--nospam--at)]
Sent: Monday, February 05, 2001 3:00 PM
To: 'seaint(--nospam--at)'
Subject: RE: Min. Steel in Concrete Column

Refer to ACI 318-95 Section 10.8.4.

-----Original Message-----
From: Lao, Larry [mailto:LaoL(--nospam--at)]
Sent: Monday, February 05, 2001 3:59 PM
To: 'seaint(--nospam--at)'
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?