Need a book? Engineering books recommendations...

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

RE: metal buildings

[Subject Prev][Subject Next][Thread Prev][Thread Next]
I have actually looked at eave struts as an option and for the buildings in which this option was analyzed by the PEMB there was no significant reduction in the base thrust forces.

D. Matthew Stuart, P.E., S.E., F.ASCE, SECB
Senior Project Manager
Structural Department
Associate
Engineers and Consultants - CMX
200 Route 9
Manalapan, NJ 07726
732-577-9000 (Ext. 308)
908-309-8657 (Cell)
732-298-9441 (Fax)
mstuart(--nospam--at)CMXEngineering.com

-----Original Message-----
From: Mark Johnson [mailto:markajohn(--nospam--at)yahoo.com] 
Sent: Thursday, July 30, 2009 11:38 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: metal buildings


Or, put it back on the PEMB guy (the strut at eve ht.), how bad does he want the job?

Regards,
MJ

--- On Thu, 7/30/09, Stuart, Matthew <mStuart(--nospam--at)cmxengineering.com> wrote:

> From: Stuart, Matthew <mStuart(--nospam--at)cmxengineering.com>
> Subject: RE: metal buildings
> To: seaint(--nospam--at)seaint.org
> Date: Thursday, July 30, 2009, 5:06 PM
> Size the isolated spread footing for
> the overturning and sliding induced by the kickout force and
> then size a tie rod encased in PVC as an alternate solution.
> Give both solutions to the Owner to have them priced and
> tell him it's one or the other, there are no free lunches.
> 
> ________________________________
> 
> From: Gordon Goodell [mailto:GordonGoodell(--nospam--at)harmonydesigninc.com]
> Sent: Thu 7/30/2009 7:42 PM
> To: seaint(--nospam--at)seaint.org
> Subject: metal buildings
> 
> 
> 
> Hi,
> 
> I've got a large (100'x140') pre-fab steel building for an
> ice rink that I'm doing the foundations for.  It's
> basically seven 3-hinged arches, 100' wide.  I just
> found out that the foundation has to be designed without a
> slab (which won't be built maybe for years, until the budget
> allows).  So I've got ~65 kips of out-thrust at the
> base of each column, and no opportunity for a hairpin into
> the slab.  And the budget also does not allow at this
> time for the strip footing/stemwall to be built between the
> piers.  So I told the client that he's going to have to
> connect the base of each arch with a concrete/rebar tie
> underground, and he flipped out.  This is a non-profit
> community effort to get covered ice here (which we all
> want), and the budget doesn't appear to have an extra $50 in
> it, let alone what it would take to probably account for the
> foundation forces.
> 
> The steel building manufacturer is not interested in trying
> to resolve the horizontal force higher up; his steel
> sections will not handle a cable tie at eave level. 
> Other than an abutment or a tension tie, I'm at a
> loss.  Does anyone have other ideas for how to deal
> with this?
> 
> thanks,
> 
> Gordon Goodell
> 
> Alta, WY
> 
> 

******* ****** ******* ******** ******* ******* ******* ***
*   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 
******* ****** ****** ****** ******* ****** ****** ******** 



******* ****** ******* ******** ******* ******* ******* ***
*   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 
******* ****** ****** ****** ******* ****** ****** ********