Need a book? Engineering books recommendations...

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

RE: wall

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Yes it is.

Joseph R. Grill, P.E. (Structural)
Shephard - Wesnitzer, Inc.
Civil Engineering and Surveying
1146 W. Hwy 89A Suite B
Sedona, AZ  86340
PHONE (928) 282-1061
FAX (928) 282-2058
jgrill(--nospam--at)swiaz.com
 


-----Original Message-----
From: Will H [mailto:haynewp(--nospam--at)hotmail.com] 
Sent: Tuesday, November 09, 2004 9:20 AM
To: seaint(--nospam--at)seaint.org
Subject: RE: wall

Is 4' enough distance to get the required reinf. tension splice length at 
the very bottom of your wall?


Will Haynes, P.E.



>From: "Joe Grill" <jgrill(--nospam--at)swiaz.com>
>Reply-To: <seaint(--nospam--at)seaint.org>
>To: <seaint(--nospam--at)seaint.org>
>Subject: RE: wall
>Date: Tue, 9 Nov 2004 08:48:40 -0700
>
>I tried to reply to this earlier this morning, but it doesn't look like it
>went through.  Basically, the wall is very high with a sloping backfill.
>The restraint loads to be transferred into to diaphragm were too large in 
>my
>opinion to make a reasonable connection from the top of the wall into the
>diaphragm.  In addition, the diaphragm that I had to work with was not
>adequate for the imposed shear from the restraint forces.  It would have
>caused a lot of headaches for everyone, especially me.  Therefore, I went
>with a cantilever wall.  Since most of the construction around here is CMU,
>I used a concrete stem for a portion of the height and then switched to 
>CMU.
>The architect and contractor had ask if the concrete portion could be
>constructed of CMU.  I told them it would increase beyond a 12" thickness,
>but the still ask.  Hence, all my questions.
>Joe
>
>Joseph R. Grill, P.E. (Structural)
>Shephard - Wesnitzer, Inc.
>Civil Engineering and Surveying
>1146 W. Hwy 89A Suite B
>Sedona, AZ  86340
>PHONE (928) 282-1061
>FAX (928) 282-2058
>jgrill(--nospam--at)swiaz.com
>
>
>
>-----Original Message-----
>From: bill [mailto:bill260(--nospam--at)yahoo.com]
>Sent: Tuesday, November 09, 2004 5:26 AM
>To: jgrill(--nospam--at)swiaz.com
>Subject: wall
>
>Usually the basement wall is designed to span
>vertically from the slab to the first floor using an
>at rest coeff for the soil.  (not cantilevered)
>
>
>
>Sent: Monday, November 08, 2004 2:42 PM
> >To: seaint(--nospam--at)seaint.org
> >Subject: 16" thick CMU wall
> >
> >
> >
> >I have been ask (by the architect, owner, contractor
>and everyone else
> >in town) to change the design of a concrete
>retaining/basement wall that
> >was 12" thick to a CMU wall.  The 16" thickness will
>reduce to 12" at 4
> >ft from the footing and then to 8" at 8 ft from the
>footing.  At the
> >base the CMU will require a 16" thickness.  I am
>assuming the
> >construction will be 2 wythes of 8" CMU.  Is there
>any special detailing
> >required to make the double wythe work?  The wall
>will be solid grouted
> >and will have quite a bit of vertical steel in both
>faces.  I also have
> >horizontal bars at 16" o.c. Is there anything else
>required?
> >
> >Thanks,
> >
> >Joe Grill
> >
>
>
>
>
>__________________________________
>Do you Yahoo!?
>Check out the new Yahoo! Front Page.
>www.yahoo.com
>
>
>
>******* ****** ******* ******** ******* ******* ******* ***
>*   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
>******* ****** ****** ****** ******* ****** ****** ********

_________________________________________________________________
Express yourself instantly with MSN Messenger! Download today - it's FREE! 
http://messenger.msn.click-url.com/go/onm00200471ave/direct/01/


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