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Re: Shear strength of concrete members

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Why don't you ask the author? Mr. Paulay's e-mail address is:

t.paulay(--nospam--at)civil.canterbury.ac.nz 

Regards,
Bill Allen
-----Original Message-----
From: George Barclay <gbarclay(--nospam--at)lgt.lg.com>
To: seaoc(--nospam--at)seaoc.org <seaoc(--nospam--at)seaoc.org>
Date: Thursday, November 20, 1997 10:05 AM
Subject: Shear strength of concrete members


>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.
>
>
>