Need a book? Engineering books recommendations...

Return to index: [Subject] [Thread] [Date] [Author]

Re: Existing Beam: Repair or O.K.?

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Bill-
Is it possible to provide a way to monitor the
crack/check width over time? That way your client can 
 decide what to do.
Irv  

> Bill
> I had a similar problem about 3 years ago with a
> smaller beam. I got an 
> engineer who does nothing but wood/timber design and
> he advised me that 
> it is a check(if I remember correctly) not a crack.
> A crack goes all the 
> way through whereas a check is only partially
> through. At 69, I am still 
> learning. Any way he said not to do anything about
> it, as it has been 
> there for 60-70 years. Rather than suggest that
> solution to you, I would 
> determine its age, etc and talk to a wood expert. I
> wish you the best of 
> luck with it.
> 
> Bill Allen wrote:
> >
> > I?m working on a small commercial remodel in
> Southern California. The 
> > part of the work for which I?m responsible is
> nearly complete. 
> > However, when the inspector came out to finalize
> the framing, he 
> > noticed problems in an existing beam which is not
> part of my original 
> > scope of work. The building is three stories and
> is rectangular. There 
> > is a beam line running down the middle of the long
> direction. For my 
> > work, I had to remove and replace the existing
> beam where the office 
> > is being remodeled. Beyond my work, the existing
> beam is unmodified. 
> > What caught the inspector?s eye are small holes
> drilled in the beam 
> > used to pass electrical conduit. I haven?t run the
> numbers yet, but I 
> > believe these holes are O.K. What is troubling is
> that, on one span, 
> > there is a long crack down the wide face of the
> beam for most of the 
> > length. Worse yet, it appears that the beam above
> the crack has 
> > rotated slightly. Below is a sketch prepared by my
> original CAD 
> > program. I?ve exaggerated the rotation, but it is
> obvious. The beam is 
> > huge. It?s 18-3/4?x701/4?. It spans about 12-1/2
> feet and supports two 
> > floors and a roof. I?m concerned about two things;
> the ability of the 
> > beam to transfer VQ/I stresses through the cracked
> region and the 
> > ability of the beam to remain stable if the crack
> propagates. Maybe 
> > there are other things I should worry about. There
> are three methods 
> > of addressing this problem that I can think about
> off the top of my 
> > head and they are:
> >
> > 1. Do nothing; the beam is still structurally
> viable.
> >
> > 2. Add Simpson LTP4s at 12? o.c. or so which would
> stitch the crack in 
> > the hopes that it will keep the crack from
> enlarging/propagating and 
> > will hopefully transfer the VQ/I stresses by an
> unknown load transfer 
> > path.
> >
> > 3. Don?t mess around with it and repair the beam
> by sandwiching two 
> > PSLs, one on each side and designed to take 100%
> of the load. I would 
> > have the contractor jack the beam as far as he can
> (there are bearing 
> > walls above) before he bolted these beams to the
> existing beam. If I 
> > could get 100% of the load off the existing beam,
> it would then act to 
> > only transfer the load to the PSLs.
> >
> > What would you do and why?
> >
> > TIA,
> >
> > T. William (Bill) Allen, S.E.
> >
> > ALLEN DESIGNS <http://www.AllenDesigns.com>
> >
> > Consulting Structural Engineers
> > V (949) 248-8588 ? F(949) 209-2509
> >
> 
> ******* ****** ******* ******** ******* *******
> ******* ***
> *   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 
> *   without your permission. Make sure you visit our
> web 
> *   site at: http://www.seaint.org 
> ******* ****** ****** ****** ******* ****** ******
> ******** 
> 



      ____________________________________________________________________________________
Be a better friend, newshound, and 
know-it-all with Yahoo! Mobile.  Try it now.  http://mobile.yahoo.com/;_ylt=Ahu06i62sR8HDtDypao8Wcj9tAcJ

******* ****** ******* ******** ******* ******* ******* ***
*   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 
*   without your permission. Make sure you visit our web 
*   site at: http://www.seaint.org 
******* ****** ****** ****** ******* ****** ****** ********