# Re: Balanced Moment vs PT Moment

• To: seaint(--nospam--at)seaint.org
• Subject: Re: Balanced Moment vs PT Moment
• From: "Will Haynes" <gtg740p(--nospam--at)hotmail.com>
• Date: Wed, 01 Jun 2005 07:35:16 -0400

Yes,

I was confusing the "balanced load" (from the load balancing method) with generating a "balanced moment". When apparently the "balanced moment" is just the resulting PT moment and cannot always be derived directly from the "balanced load".

It would seem more logical just to call it the "PT moment" but it appears as the standard for some reason to refer to it as the "balanced moment".

>From: Scott Maxwell <smaxwell(--nospam--at)engin.umich.edu>
>To: seaint(--nospam--at)seaint.org
>Subject: Re: Balanced Moment vs PT Moment
>Date: Tue, 31 May 2005 20:26:07 -0400 (EDT)
>
>
>not "balancing moments" (but then I may be misunderstanding).  If you are
>using the methodology of "balancing load" that I have seen, then the end
>goal is to produce uniform compressive stresses over the entire cross-section
>of the member over the entire length of the member.  This means that you
>need to find a loading that completely replicates the bending stresses in
>reverse that the prestressing/tendon profile creates.  An example would be
>you have a parabolic tendon profile with the eccentricity of 0 at the
>ends.  A balancing load would be a uniform load (as the moment diagram is
>a parabola).
>
>Now, in practice, this rather difficult to completely do.  Take a simple
>drapped tendon profile (eccentricity 0 at ends, max at midspan and a
>straight line connecting the two points in between).  The balancing load
>would be a point load (creates nice "triangular" moment diagram like the
>tendon profile).  Yet, you would still in reality have a uniform load also
>(the dead weight of the beam itself), so it would not be truly
>"balanced".
>
>Thus, I am used to the concept of "balanced loads" primary use to
>illustrate basics of prestressing and how tendon profiles can be thought
>new to prestressing get a grasp of how prestressing can induce stresses in
>the members.  I will note that the basic concept of "balanced loads" can
>be useful, even if you completely balance forces created by the tendon
>profile...the closer your are to balanced, the less deflection or camber
>issues to deal worry about and the member should be crack free as it it
>should be largely under uniform or darn close to uniform compression.
>
>HTH,
>
>Scott
>
>
>On Tue, 31 May 2005, Will Haynes wrote:
>
> > Is the "balanced moment" always equal to the moment from the post
> > tensioning?
> >
> > In other words, if I have beam with a straight tendon at a constant
> > eccentricity of 6" and a force of 150 kips, the moment from the post
> > tensioning is a constant 75 ft*kips. Would it be correct to also call
> > this the "balanced moment"?  Even though this is not a parabolic profile?
> >
> >
> > Or, if the same beam has a parabolic tendon profile, but the tendon is
> > eccentrically placed at each end. Would the balanced moment at the beam
> > midspan be the sum of the (eccentric end moment + the moment from the
> > drape), or would it be just the moment from the drape?
> >
> > I am not sure what the definition of "balanced moment" is supposed to be
> > for beams with tendons that are eccentrically placed at the ends.
> >
> >
> >
> >
> > ________________________________________________________________________________
> > Get the NEW version of MSN Messenger - it's FREE! ******* ****** *******
> > ******** ******* ******* ******* *** * Read list FAQ at:
> > http://www.seaint.org/list_FAQ.asp * * This email was sent to you via
> > Structural Engineers * Association of Southern California (SEAOSC)
> > server. To * subscribe (no fee) or UnSubscribe, please go to: * *
> > http://www.seaint.org/sealist1.asp * * Questions to seaint-ad(--nospam--at)seaint.org.
> > Remember, any email you * send to the list is public domain and may be
> > at: http://www.seaint.org ******* ****** ****** ****** ******* ******
> > ****** ********
> >
>
>******* ****** ******* ******** ******* ******* ******* ***
>*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
>*
>*   This email was sent to you via Structural Engineers
>*   Association of Southern California (SEAOSC) server. To
>*   subscribe (no fee) or UnSubscribe, please go to:
>*
>*   http://www.seaint.org/sealist1.asp
>*
>*   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you
>*   send to the list is public domain and may be re-posted