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Re: Concrete-filled steel pipe beam-column flexural strength

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Check the CRSI manual, it may be of some help as they use the equivalent tube method to develop their column design aids.
James






From: "Dave Evans" <DEvans(--nospam--at)tnh-inc.com>
Reply-To: <seaint(--nospam--at)seaint.org>
To: seaint(--nospam--at)seaint.org
Subject: Re: Concrete-filled steel pipe beam-column flexural strength
Date: Fri, 25 Oct 2002 08:52:14 -0900

James,

Thanks for looking.  I hope it follows the AASHTO 2002 LRFD
methodology.  I have plenty of non-AASHTO examples (which do
not use the short-term/long-term method).

Dave


From:           	"james lane" <engg101(--nospam--at)hotmail.com>
To:             	seaint(--nospam--at)seaint.org
BCC to: Subject: Re: Concrete-filled steel pipe beam-column flexural strength
Date sent:      	Thu, 24 Oct 2002 22:49:11 -0500
Send reply to:  	<seaint(--nospam--at)seaint.org>
Organization:   	http://www.seaint.org

> Have you seen the design example of a circular column with a ring of
> bars around the perimeter. The example converts the bars into a steel
> ring. Very similar to your concrete filled pipe. Trying to remember
> where I came across the design example. Will look at work tommorrow.
> James
>
>
>
>
>
>
> >From: "Dave Evans" <DEvans(--nospam--at)tnh-inc.com>
> >Reply-To: <seaint(--nospam--at)seaint.org>
> >To: seaint(--nospam--at)seaint.org
> >Subject: Concrete-filled steel pipe beam-column flexural strength
> >Date: Thu, 24 Oct 2002 17:19:56 -0900
> >
> >Hello all,
> >
> >I have a question regarding the calculation of the flexural strength
> >of a concrete-filled steel pipe beam-column using the 2002 LRFD
> >AASHTO Bridge Design Specs.  We're looking at a 72" diameter pipe.
> >Axial loads are relatively small; flexure controls.
> >
> >For D/t ratios larger than a certain amount, the nominal flexural
> >strength is equal to the composite section yield strength, Myc, which
> >is a function of the short-term and long-term composite moduli of
> >elasticity, among other factors.
> >
> >Are the transformed moments of inertia of the concrete portion
> >based on the neutral axis at the geometric center of the pipe,
> >taking the entire concrete area (pi*d^4/64), divided by "n" and "3n"?
> >
> >This doesn't really make sense since Myc is the strength at first
> >yield of the pipe...so the concrete on the tension side will be
> >cracked, and the neutral axis will be offset from the center.  On the
> >other hand, if cracking is to be considered, it is not crystal clear
> >to me what level of service(?) moment to use to calculate the short-
> >and long-term moduli.  Could be a nasty iterative procedure for the
> >short-term moduli.  Does anyone have references with worked examples?
> > Does AISC have similar provisions for flexural strength at large
> >D/t?
> >
> >Thanks,
> >Dave Evans, P.E.
> >TNH, Inc.
> >
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