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Shear strength of concrete members[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaoc(--nospam--at)seaoc.org
- Subject: Shear strength of concrete members
- From: "George Barclay" <gbarclay(--nospam--at)lgt.lg.com>
- Date: Thu, 20 Nov 1997 13:00:22 EST
- Priority: normal
I am currently involved in a seismic evaluation of a 50 year old concrete structure. Due to the inadequate shear reinforcement detailing, I have run into an issue that seems to have very little research/documentation. The issue is the shear strength of a member (columns which are not part of the primary lateral force resisting system in this case) without shear reinforcement when the member has reached it's flexural capacity. 'Reinforced Concrete Structures' by Park and Pauley has a brief section discussing shear at plastic hinges. The section suggests that once the flexural reinforcement has yielded that the crack widths are such that very little shear can transfer by aggregate interlock or dowel action. Therefore, the shear must be transferred across the compression zone. This means that the bd term (shear area) that appears in all shear capacity equations would result in an unconservative value for the shear strength of the concrete. I would appreciate any input on this issue, specifically the shear area once the member has reached it's ultimate capacity. Thanks, George Barclay, P.E.
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