Saturday, July 28, 2007

International Conference - Publicity - Request - Regarding.

Dear Sir / Madam,
 
We are organizing an International Conference on "INNOVATIVE AND SMART STRUCTURAL SYSTEMS FOR SUSTAINABLE HABITAT (INSHAB-2008)" at Our Institute during January 3- 5, 2008. 
 
The address of the web page of the international conference is:         www.citinshab2008.info
 
 I request you to kindly do the needful to give wide publicity about the Conference among your members and others who are working in this area through your newsletters and other publications.
 
Thanking you
 
With kind regards
 
Dr.E.B.Perumal Pillai
 ADDRESS FOR COMMUNICATION :
   Dr. E.B.PERUMAL PILLAI

Organizing Secretary – INSHAB-2008

   Department of Civil Engineering
Coimbatore Institute of Technology
   Coimbatore - 641 014, Tamilnadu, India
PHONE        :     91 - 422-2574071 – 72 (O)
Mobile           :     91 - 9994620925
FAX              :     91 - 422-2575020
email            :     ebppillai@yahoo.co.uk
                           inshab_2008@yahoo.com 


Yahoo! Mail is the world's favourite email. Don't settle for less, sign up for your free account today.

International Conference - Publicity - Request - Regarding.

Dear Sir,
 
We are organizing an International Conference on "INNOVATIVE AND SMART STRUCTURAL SYSTEMS FOR SUSTAINABLE HABITAT (INSHAB-2008)" at Our Institute during January 3- 5, 2008. 
 
The address of the web page of the international conference is:         www.citinshab2008.info
 
 I request you to kindly do the needful to give wide publicity about the Conference among your members and others who are working in this area.
 
Thanking you
 
With kind regards
 
Dr.E.B.Perumal Pillai
 ADDRESS FOR COMMUNICATION :
   Dr. E.B.PERUMAL PILLAI

Organizing Secretary – INSHAB-2008

   Department of Civil Engineering
Coimbatore Institute of Technology
   Coimbatore - 641 014, Tamilnadu, India
PHONE        :     91 - 422-2574071 – 72 (O)
Mobile           :     91 - 9994620925
FAX              :     91 - 422-2575020
email            :     ebppillai@yahoo.co.uk
                           inshab_2008@yahoo.com


Yahoo! Mail is the world's favourite email. Don't settle for less, sign up for your free account today.

Friday, July 27, 2007

RE: APA report on new over existing roof sheathing

Is this what you are looking for?
 
 
Regards,
 
Scott
Adrian, MI
-----Original Message-----
From: David Topete [mailto:dtopete@gfdseng.com]
Sent: Friday, July 27, 2007 6:25 PM
To: seaint@seaint.org
Subject: APA report on new over existing roof sheathing

Does anyone have a link to this?  I have a large box building that has 3/8” beat-up sheathing, and we need to retrofit.  Both gravity and lateral.

 

David A. Topete, SE

 

APA report on new over existing roof sheathing

Does anyone have a link to this?  I have a large box building that has 3/8” beat-up sheathing, and we need to retrofit.  Both gravity and lateral.

 

David A. Topete, SE

 

Re: Out of Plane shearwall Loading

Is it just the shearwalls? That doesn't make sense unless it's a cut and paste of a tilt-up  or cmu building plan check letter.

The out of plan of the walls (combined axial & bending of wall studs) should be checked, but not just shearwalls, but all bearing walls on the perimeter. Often, the really tall walls can't be used as shearwalls due to the plate height and aspect ratio.

-g

On 7/27/07, DomDean@aol.com <DomDean@aol.com> wrote:
That kind of response will really encourage him to ask questions.




Get a sneak peek of the all-new AOL.com.



--
-gm

Re: Out of Plane shearwall Loading

That kind of response will really encourage him to ask questions.




Get a sneak peek of the all-new AOL.com.

Re: Out of Plane shearwall Loading

In the UBC, you have to design your studs for out-of-plane loads to Section 1622 - Elements and Components of Structures,   In ASCE 7-05, it is section 6.5.12.4, Components and cladding.

You check for deflection of the studs and whether they are compatible with the exterior finish material.  If it is 3-coat stucco this would be L/360.   If it is 1-coat stucco, you should be reviewing the particular ICBO report for the system being used.   You should also be checking for the vertical load and the wind load together.



Neil Moore, SE, SECB
neil moore and associates
consulting structural engineers
shingle springs, california

distressed structures investigations






At 08:37 AM 7/27/2007, you wrote:
I got a plan check correction on a 2 story residence asking me to design shearwalls for in plane as well as "out of plane" loading. In plane loading is obvious but what about out of plane loading? Has anyone else recieved this question before?
 

RE: Out of Plane shearwall Loading

Erik:
 

Once I reviewed a project which had 16 feet tall 2x4 @ 16" o.c. exterior stud walls with high axial loading. After my comments, the engineer redesigned them using 2x8 @ 16 studs.

If you have tall exterior walls, those walls are subject to out-of-plane wind forces. With brick veneer they will have the o-o-p sesimic forces also. I've often seen that the tall walls overlooked by engineers.



Regards
Casey (Khashayar) Hemmatyar
khemmatyar@hotmail.com
 

From: erik gibbs [mailto: erik.gibbs@gmail.com]
Sent: Friday, July 27, 2007 8:37 AM
To: seaint@seaint.org
Subject: Out of Plane shearwall Loading

 

I got a plan check correction on a 2 story residence asking me to design shearwalls for in plane as well as "out of plane" loading. In plane loading is obvious but what about out of plane loading? Has anyone else recieved this question before?

 

RE: Out of Plane shearwall Loading

Erik:

Is he not just asking you to verify the wind suction perpendicular to your wall will not rip off the sheathing or cause the nails to withdraw?

 

Robert J. Jonkman, P.Eng.

Manager, Structural Engineering

Canadian Wood Council

Suite 400, 99 Bank Street

Ottawa, ON  K1P 6B9

Tel: 613-747-5544 ext 252

Toll Free: 800-463-5091 ext 252

Fax: 613-747-6264

email: rjonkman@cwc.ca

 

Visit our website at:  www.cwc.ca

Wood Engineering Software:  www.woodworks-software.com

 


From: erik gibbs [mailto:erik.gibbs@gmail.com]
Sent: Friday, July 27, 2007 11:37 AM
To: seaint@seaint.org
Subject: Out of Plane shearwall Loading

 

I got a plan check correction on a 2 story residence asking me to design shearwalls for in plane as well as "out of plane" loading. In plane loading is obvious but what about out of plane loading? Has anyone else recieved this question before?

 

Out of Plane shearwall Loading

I got a plan check correction on a 2 story residence asking me to design shearwalls for in plane as well as "out of plane" loading. In plane loading is obvious but what about out of plane loading? Has anyone else recieved this question before?
 

Thursday, July 26, 2007

Transmission of Concrete Wall Loads Through Slabs

Dear List,

ACI 318 Section 10.15 gives requirements for the transmission of column loads through floor systems, stating that if the column strength is not greater than 1.4 times the slab strength, no special provisions are required.  In Section 14.4, Section 10.15 is omitted from the list of sections applicable to "walls designed as compression members."

What happens when you have, say, an 8000 psi wall and a 6000 psi slab?  Can you pour the slab across the top of the wall, as you can for a column?  Or must 8000 psi concrete be puddled at the wall?  The ACI code does not seem to give direct guidance on this issue.  However, the concession that is made for columns (the 1.4 multiplier) is apparently not applied to walls, which leads one to believe that the wall must be continuous 8000 psi concrete.

Thanks in advance for your comments.

Best regards,
Daniel Popp

RE: excavation

On 26 Jul 2007 at 10:30, Michel Blangy wrote:

>
> That's one hellofa ditch witch.
>
LOL.

Yes, that would be a monster ditch witch.

Thanks for the laugh,
Lloyd


******* ****** ******* ******** ******* ******* ******* ***
* 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@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

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

Re: excavation

Good luck getting one!


-----Original Message-----
From: Michel Blangy <mblangy@satco-inc.com>
To: seaint@seaint.org
Sent: Thu, 26 Jul 2007 11:26 am
Subject: RE: excavation

Per the city of Redondo Beach dobs web site under reqts. for shoring and excavation:   "An OSHA permit is also required; a copy of which shall be submitted to the Building and Safety Division for filing."  Michel Blangy, P.E.    ******* ****** ******* ******** ******* ******* ******* *** *   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@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  ******* ****** ****** ****** ******* ****** ****** ********  

AOL now offers free email to everyone. Find out more about what's free from AOL at AOL.com.

Re: excavation

There is no "OSHA permit" in California. The Contractor self certifies and must have a "responsible person" (usually the foreman or superintendent) continuously on site to monitor the excavation. CalOSHA does random inspections to see if their rules are being followed. If you have questions, they also have pretty good tech support staff to answer your questions about how to comply with their regs. You can have a geotech provide recommendations, but make sure their E&O insurance will cover any losses like dead workers from trench collapses. Less liability will probably result if you simply follow the CalOSHA rules.
Regards,
Bill Cain, SE
Berkeley CA


-----Original Message-----
From: Michel Blangy <mblangy@satco-inc.com>
To: seaint@seaint.org
Sent: Thu, 26 Jul 2007 11:00 am
Subject: RE: excavation

I wonder what the procedure is for getting an OSHA permit and how long it takes.  Michel Blangy, P.E.  > -----Original Message----- > From: Garner, Robert [mailto:rgarner@moffattnichol.com] > Sent: Thursday, July 26, 2007 10:30 AM > To: seaint@seaint.org > Subject: RE: excavation > > > > One method that was allowed by OSHA the last time I used it was > to have a geotech make a recommendation on the soils stability. > We used trenches 8 Feet deep after a soils investigation > confirmed that that was suitable and safe.  The geotech report > was considerably cheaper than the shoring.  And even if the soils > didn't "calc out", we still wound up with a good soils report on > which to base the shoring design. > > Bob Garner, S.E. > > -----Original Message----- > From: Lloyd Pack [mailto:packman90@qwest.net] Sent: Thursday, > July 26, 2007 10:24 AM > To: seaint@seaint.org > Subject: Re: excavation > On 25 Jul 2007 at 13:20, Bob Freeman wrote: > > > > Chris: > > > In California I understand that any excavation 5(tm)-0 deep > and deeper > > needs shoring. I would confirm that with the OSHA documents. I also > > understand that the fine for not shoring according to code is > > substantial. > > > Respectfully, > > Bob Freeman > > Architect > > Structural Designer > > Integrated Design Services, Inc. > > (949) 387-8500 > > > Hello Bob, > > I was told that OSHA was okay with depths greater > than 5 ft. if the width of trench was twice as wide as > it is deep.  So if this is true and the cost of shoring > would be much more than the cost of the excavator, > then wider trenches might be an option. > > Take Care, > Lloyd > > ******* ****** ******* ******** ******* ******* ******* *** > *   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@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 ******* ****** ****** ****** ******* ****** > ****** ******** > The information contained in the e-Mail, including any > accompanying documents or attachments, is from Moffatt & Nichol > and is intended only for the use of the individual or entity > named above, and is privileged and confidential.  If you are not > the intended recipient, be aware that any disclosure, > dissemination, distribution, copying or use of the contents of > this message is strictly prohibited.  If you received this > message in error, please notify us. > > ******* ****** ******* ******** ******* ******* ******* *** > *   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@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@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  ******* ****** ****** ****** ******* ****** ****** ********  

AOL now offers free email to everyone. Find out more about what's free from AOL at AOL.com.

RE: excavation

You do in California at least - for certain types of "permit required" work,
trenching over 5'0, buildings over 36' tall, and other things, but its
something most contractors would have an annual permit for, or you could get
a project permit, but you do have to have one for those activities.

Some cities don't require it...but technically you have to have a
provisional OSHA permit even before you pull a building permit, which
expires when you get the building permit...or name the contractor which will
be doing the work and show proof of his annual permit. I like the part
where it expires right when you pull the permit...whatever.

Truitt Vance

-----Original Message-----
From: Garner, Robert [mailto:rgarner@moffattnichol.com]
Sent: Thursday, July 26, 2007 11:12 AM
To: seaint@seaint.org
Subject: RE: excavation


I don't recall that you have to obtain an OSHA permit. Work just has to be
in conformance with OSHA requirements. The building permits required for
excavation should cover permitting needs. You are always free to request a
voluntary inspection of a work area by OSHA if you want to keep out of
trouble.

Bob

-----Original Message-----
From: Michel Blangy [mailto:mblangy@satco-inc.com]

Sent: Thursday, July 26, 2007 11:01 AM
To: seaint@seaint.org
Subject: RE: excavation


I wonder what the procedure is for getting an OSHA permit and how long it
takes.

Michel Blangy, P.E.

> -----Original Message-----
> From: Garner, Robert [mailto:rgarner@moffattnichol.com]
> Sent: Thursday, July 26, 2007 10:30 AM
> To: seaint@seaint.org
> Subject: RE: excavation
>
>
>
> One method that was allowed by OSHA the last time I used it was
> to have a geotech make a recommendation on the soils stability.
> We used trenches 8 Feet deep after a soils investigation
> confirmed that that was suitable and safe. The geotech report
> was considerably cheaper than the shoring. And even if the soils
> didn't "calc out", we still wound up with a good soils report on
> which to base the shoring design.
>
> Bob Garner, S.E.
>
> -----Original Message-----
> From: Lloyd Pack [mailto:packman90@qwest.net] Sent: Thursday,
> July 26, 2007 10:24 AM
> To: seaint@seaint.org
> Subject: Re: excavation
> On 25 Jul 2007 at 13:20, Bob Freeman wrote:
>
> > > Chris:
> > > In California I understand that any excavation 5(tm)-0 deep
> and deeper
> > needs shoring. I would confirm that with the OSHA documents. I also
> > understand that the fine for not shoring according to code is
> > substantial.
> > > Respectfully,
> > Bob Freeman
> > Architect
> > Structural Designer
> > Integrated Design Services, Inc.
> > (949) 387-8500
> >
> Hello Bob,
>
> I was told that OSHA was okay with depths greater
> than 5 ft. if the width of trench was twice as wide as
> it is deep. So if this is true and the cost of shoring
> would be much more than the cost of the excavator,
> then wider trenches might be an option.
>
> Take Care,
> Lloyd
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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@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 ******* ****** ****** ****** ******* ******
> ****** ********
> The information contained in the e-Mail, including any
> accompanying documents or attachments, is from Moffatt & Nichol
> and is intended only for the use of the individual or entity
> named above, and is privileged and confidential. If you are not
> the intended recipient, be aware that any disclosure,
> dissemination, distribution, copying or use of the contents of
> this message is strictly prohibited. If you received this
> message in error, please notify us.
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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@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@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

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


The information contained in the e-Mail, including any accompanying
documents or attachments, is from Moffatt & Nichol and is intended only for
the use of the individual or entity named above, and is privileged and
confidential. If you are not the intended recipient, be aware that any
disclosure, dissemination, distribution, copying or use of the contents of
this message is strictly prohibited. If you received this message in error,
please notify us.

******* ****** ******* ******** ******* ******* ******* ***
* 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@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@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
******* ****** ****** ****** ******* ****** ****** ********

RE: excavation

Per the city of Redondo Beach dobs web site under reqts. for shoring and
excavation:

"An OSHA permit is also required; a copy of which shall be submitted to the
Building and Safety Division for filing."

Michel Blangy, P.E.

******* ****** ******* ******** ******* ******* ******* ***
* 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@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

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

RE: excavation

I don't recall that you have to obtain an OSHA permit. Work just has to be in conformance with OSHA requirements. The building permits required for excavation should cover permitting needs. You are always free to request a voluntary inspection of a work area by OSHA if you want to keep out of trouble.

Bob

-----Original Message-----
From: Michel Blangy [mailto:mblangy@satco-inc.com]
Sent: Thursday, July 26, 2007 11:01 AM
To: seaint@seaint.org
Subject: RE: excavation

I wonder what the procedure is for getting an OSHA permit and how long it
takes.

Michel Blangy, P.E.

> -----Original Message-----
> From: Garner, Robert [mailto:rgarner@moffattnichol.com]
> Sent: Thursday, July 26, 2007 10:30 AM
> To: seaint@seaint.org
> Subject: RE: excavation
>
>
>
> One method that was allowed by OSHA the last time I used it was
> to have a geotech make a recommendation on the soils stability.
> We used trenches 8 Feet deep after a soils investigation
> confirmed that that was suitable and safe. The geotech report
> was considerably cheaper than the shoring. And even if the soils
> didn't "calc out", we still wound up with a good soils report on
> which to base the shoring design.
>
> Bob Garner, S.E.
>
> -----Original Message-----
> From: Lloyd Pack [mailto:packman90@qwest.net] Sent: Thursday,
> July 26, 2007 10:24 AM
> To: seaint@seaint.org
> Subject: Re: excavation
> On 25 Jul 2007 at 13:20, Bob Freeman wrote:
>
> > > Chris:
> > > In California I understand that any excavation 5(tm)-0 deep
> and deeper
> > needs shoring. I would confirm that with the OSHA documents. I also
> > understand that the fine for not shoring according to code is
> > substantial.
> > > Respectfully,
> > Bob Freeman
> > Architect
> > Structural Designer
> > Integrated Design Services, Inc.
> > (949) 387-8500
> >
> Hello Bob,
>
> I was told that OSHA was okay with depths greater
> than 5 ft. if the width of trench was twice as wide as
> it is deep. So if this is true and the cost of shoring
> would be much more than the cost of the excavator,
> then wider trenches might be an option.
>
> Take Care,
> Lloyd
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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@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 ******* ****** ****** ****** ******* ******
> ****** ********
> The information contained in the e-Mail, including any
> accompanying documents or attachments, is from Moffatt & Nichol
> and is intended only for the use of the individual or entity
> named above, and is privileged and confidential. If you are not
> the intended recipient, be aware that any disclosure,
> dissemination, distribution, copying or use of the contents of
> this message is strictly prohibited. If you received this
> message in error, please notify us.
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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@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@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

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

The information contained in the e-Mail, including any accompanying documents or attachments, is from Moffatt & Nichol and is intended only for the use of the individual or entity named above, and is privileged and confidential. If you are not the intended recipient, be aware that any disclosure, dissemination, distribution, copying or use of the contents of this message is strictly prohibited. If you received this message in error, please notify us.

******* ****** ******* ******** ******* ******* ******* ***
* 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@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
******* ****** ****** ****** ******* ****** ****** ********

RE: excavation

You don't need a permit from OSHA. Just get a copy of regulations from OSHA and follow them. They are a free down load from their web site.


Richard Roberts
Occidental Chemical Corp.
Niagara Falls, NY
(716)278-7147
dick_roberts@oxy.com

-----Original Message-----
From: Michel Blangy [mailto:mblangy@satco-inc.com]
Sent: Thursday, July 26, 2007 2:01 PM
To: seaint@seaint.org
Subject: RE: excavation

I wonder what the procedure is for getting an OSHA permit and how long it
takes.

Michel Blangy, P.E.

> -----Original Message-----
> From: Garner, Robert [mailto:rgarner@moffattnichol.com]
> Sent: Thursday, July 26, 2007 10:30 AM
> To: seaint@seaint.org
> Subject: RE: excavation
>
>
>
> One method that was allowed by OSHA the last time I used it was
> to have a geotech make a recommendation on the soils stability.
> We used trenches 8 Feet deep after a soils investigation
> confirmed that that was suitable and safe. The geotech report
> was considerably cheaper than the shoring. And even if the soils
> didn't "calc out", we still wound up with a good soils report on
> which to base the shoring design.
>
> Bob Garner, S.E.
>
> -----Original Message-----
> From: Lloyd Pack [mailto:packman90@qwest.net] Sent: Thursday,
> July 26, 2007 10:24 AM
> To: seaint@seaint.org
> Subject: Re: excavation
> On 25 Jul 2007 at 13:20, Bob Freeman wrote:
>
> > > Chris:
> > > In California I understand that any excavation 5(tm)-0 deep
> and deeper
> > needs shoring. I would confirm that with the OSHA documents. I also
> > understand that the fine for not shoring according to code is
> > substantial.
> > > Respectfully,
> > Bob Freeman
> > Architect
> > Structural Designer
> > Integrated Design Services, Inc.
> > (949) 387-8500
> >
> Hello Bob,
>
> I was told that OSHA was okay with depths greater
> than 5 ft. if the width of trench was twice as wide as
> it is deep. So if this is true and the cost of shoring
> would be much more than the cost of the excavator,
> then wider trenches might be an option.
>
> Take Care,
> Lloyd
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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@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 ******* ****** ****** ****** ******* ******
> ****** ********
> The information contained in the e-Mail, including any
> accompanying documents or attachments, is from Moffatt & Nichol
> and is intended only for the use of the individual or entity
> named above, and is privileged and confidential. If you are not
> the intended recipient, be aware that any disclosure,
> dissemination, distribution, copying or use of the contents of
> this message is strictly prohibited. If you received this
> message in error, please notify us.
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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@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@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@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
******* ****** ****** ****** ******* ****** ****** ********

RE: excavation

I wonder what the procedure is for getting an OSHA permit and how long it
takes.

Michel Blangy, P.E.

> -----Original Message-----
> From: Garner, Robert [mailto:rgarner@moffattnichol.com]
> Sent: Thursday, July 26, 2007 10:30 AM
> To: seaint@seaint.org
> Subject: RE: excavation
>
>
>
> One method that was allowed by OSHA the last time I used it was
> to have a geotech make a recommendation on the soils stability.
> We used trenches 8 Feet deep after a soils investigation
> confirmed that that was suitable and safe. The geotech report
> was considerably cheaper than the shoring. And even if the soils
> didn't "calc out", we still wound up with a good soils report on
> which to base the shoring design.
>
> Bob Garner, S.E.
>
> -----Original Message-----
> From: Lloyd Pack [mailto:packman90@qwest.net] Sent: Thursday,
> July 26, 2007 10:24 AM
> To: seaint@seaint.org
> Subject: Re: excavation
> On 25 Jul 2007 at 13:20, Bob Freeman wrote:
>
> > > Chris:
> > > In California I understand that any excavation 5(tm)-0 deep
> and deeper
> > needs shoring. I would confirm that with the OSHA documents. I also
> > understand that the fine for not shoring according to code is
> > substantial.
> > > Respectfully,
> > Bob Freeman
> > Architect
> > Structural Designer
> > Integrated Design Services, Inc.
> > (949) 387-8500
> >
> Hello Bob,
>
> I was told that OSHA was okay with depths greater
> than 5 ft. if the width of trench was twice as wide as
> it is deep. So if this is true and the cost of shoring
> would be much more than the cost of the excavator,
> then wider trenches might be an option.
>
> Take Care,
> Lloyd
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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@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 ******* ****** ****** ****** ******* ******
> ****** ********
> The information contained in the e-Mail, including any
> accompanying documents or attachments, is from Moffatt & Nichol
> and is intended only for the use of the individual or entity
> named above, and is privileged and confidential. If you are not
> the intended recipient, be aware that any disclosure,
> dissemination, distribution, copying or use of the contents of
> this message is strictly prohibited. If you received this
> message in error, please notify us.
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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@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@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

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

RE: excavation

That's one hellofa ditch witch.


> > Chris:
> >
> > In California I understand that any excavation 5™-0 deep and deeper
> > needs shoring. I would confirm that with the OSHA documents. I also
> > understand that the fine for not shoring according to code is
> > substantial.
> >
> > Respectfully,
> > Bob Freeman
> > Architect
> > Structural Designer
> > Integrated Design Services, Inc.
> > (949) 387-8500
> >
>
> Hello Bob,
>
> I was told that OSHA was okay with depths greater
> than 5 ft. if the width of trench was twice as wide as
> it is deep. So if this is true and the cost of shoring
> would be much more than the cost of the excavator,
> then wider trenches might be an option.
>
> Take Care,
> Lloyd

******* ****** ******* ******** ******* ******* ******* ***
* 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@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

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

RE: excavation

One method that was allowed by OSHA the last time I used it was to have a geotech make a recommendation on the soils stability. We used trenches 8 Feet deep after a soils investigation confirmed that that was suitable and safe. The geotech report was considerably cheaper than the shoring. And even if the soils didn't "calc out", we still wound up with a good soils report on which to base the shoring design.

Bob Garner, S.E.

-----Original Message-----
From: Lloyd Pack [mailto:packman90@qwest.net]
Sent: Thursday, July 26, 2007 10:24 AM
To: seaint@seaint.org
Subject: Re: excavation

On 25 Jul 2007 at 13:20, Bob Freeman wrote:

>
> Chris:
>
> In California I understand that any excavation 5(tm)-0 deep and deeper
> needs shoring. I would confirm that with the OSHA documents. I also
> understand that the fine for not shoring according to code is
> substantial.
>
> Respectfully,
> Bob Freeman
> Architect
> Structural Designer
> Integrated Design Services, Inc.
> (949) 387-8500
>

Hello Bob,

I was told that OSHA was okay with depths greater
than 5 ft. if the width of trench was twice as wide as
it is deep. So if this is true and the cost of shoring
would be much more than the cost of the excavator,
then wider trenches might be an option.

Take Care,
Lloyd

******* ****** ******* ******** ******* ******* ******* ***
* 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@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

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

The information contained in the e-Mail, including any accompanying documents or attachments, is from Moffatt & Nichol and is intended only for the use of the individual or entity named above, and is privileged and confidential. If you are not the intended recipient, be aware that any disclosure, dissemination, distribution, copying or use of the contents of this message is strictly prohibited. If you received this message in error, please notify us.

******* ****** ******* ******** ******* ******* ******* ***
* 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@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
******* ****** ****** ****** ******* ****** ****** ********

Re: excavation

On 25 Jul 2007 at 13:20, Bob Freeman wrote:

>
> Chris:
>
> In California I understand that any excavation 5™-0 deep and deeper
> needs shoring. I would confirm that with the OSHA documents. I also
> understand that the fine for not shoring according to code is
> substantial.
>
> Respectfully,
> Bob Freeman
> Architect
> Structural Designer
> Integrated Design Services, Inc.
> (949) 387-8500
>

Hello Bob,

I was told that OSHA was okay with depths greater
than 5 ft. if the width of trench was twice as wide as
it is deep. So if this is true and the cost of shoring
would be much more than the cost of the excavator,
then wider trenches might be an option.

Take Care,
Lloyd

******* ****** ******* ******** ******* ******* ******* ***
* 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@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
******* ****** ****** ****** ******* ****** ****** ********

RE: was excavation

I had a diy client/owner who was shocked by the size of my 15" footer and asked me how he was "supposed to dig that with a ditch witch?"

Aluminum, Stainless Steel, and Fiber Glass-Cost Comparison

I have designed a service platform with fiber glass grating with:

 

Live load 100 psf

Grating span 4 ft

Support beams C12 aluminum (11 ft span)

Support Columns 4 inch aluminum pipe

Approximate Area 500 sq ft

 

I am revising the support beam and columns materials to Stainless Steel or Fiber Glass.

I would like to know the cost comparison.  Can any body inform me approximate costs per lb for aluminum, stainless steel and fiber glass alternatives?

 

Thanks!

 

Sid Lakhani

 

RE: was excavation

That is rhubarb

Alpana Kumar
S&B Engineers & Constructors
3535, Sage Road
Houston, TX 77056
Phone: 713-845-1754

________________________________

From: Mark Deardorff [mailto:mark@rstavares.com]
Sent: Thu 7/26/2007 7:36 PM
To: seaint@seaint.org
Subject: RE: was excavation


Don't you make a pie from that?

Mark E. Deardorff, SE
R & S Tavares Associates, Inc
9815 Carroll Canyon Road
Suite 206
San Diego, CA 92131
Phone: 858-444-3344
Phone: 209-863-8928
Cell: 209-765-5592
mark@rstavares.com <mailto:mark@rstavares.com>

www.rstavares.com <http://www.rstavares.com/>

CONFIDENTIALITY AND SECURITY NOTICE:
This e-mail, including any attachments, may contain confidential and proprietary information and may be legally privileged or otherwise protected by law. It may be read and used solely by the intended recipient(s), and any review, use or distribution by others is strictly prohibited. If you are not an intended recipient, please notify us immediately by replying to the sender and delete this e-mail, including any attachments, from your system immediately without reading, copying or distributing them. Thank you for your cooperation. R&S Tavares Associates Inc. and its client retain all proprietary rights they may have in the information.


________________________________

From: Christopher Banbury [mailto:cbanbury@arkengineering.net]
Sent: Wednesday, July 25, 2007 1:55 PM
To: seaint@seaint.org
Subject: RE: was excavation

How about "rebarb"?

Christopher Banbury, PE

President

Ark Engineering, Inc.

PO Box 10129, Brooksville, FL 34603

22 North Broad ST, Brooksville, FL 34601

Phone: (352) 754-2424

Fax: (352) 754-2412

www.arkengineering.net

<http://usa.autodesk.com/adsk/servlet/mform?id=9131297&siteID=123112&CMP=ILC-GN9219645015> <http://usa.autodesk.com/adsk/servlet/mform?id=9131297&siteID=123112&CMP=ILC-GN9219645015>


________________________________


From: Bob Freeman [mailto:robert.freeman@idsse.com]
Sent: Wednesday, July 25, 2007 4:46 PM
To: seaint@seaint.org
Subject: was excavation

David:

Have you heard of stucker?! How about masonary?

Bob Freeman

Architect

Structural Designer

RE: was excavation

Don't you make a pie from that?
 

Mark E. Deardorff, SE
R & S Tavares Associates, Inc
9815 Carroll Canyon Road
Suite 206
San Diego, CA 92131
Phone: 858-444-3344
Phone: 209-863-8928
Cell: 209-765-5592
mark@rstavares.com

www.rstavares.com

 

CONFIDENTIALITY AND SECURITY  NOTICE:
This e-mail, including any attachments, may contain confidential and proprietary information and may be legally privileged or otherwise protected by law. It may be read and used solely by the intended recipient(s), and any review, use or distribution by others is strictly prohibited. If you are not an intended recipient, please notify us immediately by replying to the sender and delete this e-mail, including any attachments, from your system immediately without reading, copying or distributing them. Thank you for your cooperation. R&S Tavares Associates Inc. and its client retain all proprietary rights they may have in the information.

 


From: Christopher Banbury [mailto:cbanbury@arkengineering.net]
Sent: Wednesday, July 25, 2007 1:55 PM
To: seaint@seaint.org
Subject: RE: was excavation

How about “rebarb”?

 

Christopher Banbury, PE

President

 

Ark Engineering, Inc.

PO Box 10129, Brooksville, FL 34603

22 North Broad ST, Brooksville, FL 34601

Phone: (352) 754-2424

Fax: (352) 754-2412

www.arkengineering.net

 


From: Bob Freeman [mailto:robert.freeman@idsse.com]
Sent: Wednesday, July 25, 2007 4:46 PM
To: seaint@seaint.org
Subject: was excavation

 

David:

 

Have you heard of stucker?!  How about masonary?

 

Bob Freeman

Architect

Structural Designer

 

Re: was excavation

Don't forget Trusts instead of Truss, ......'love that one :-)




"Gerard Madden,
SE"
<gmse4603@gmail.c To
om> seaint@seaint.org
cc
07/25/2007 04:09
PM Subject
Re: was excavation

Please respond to
<seaint@seaint.or
g>






I like Joyce's for Joists

-g

On 7/25/07, Michel Blangy <mblangy@satco-inc.com> wrote:
David,

You might want to be more specific before this one gets out of control.
French, French-Canadian, French-American, or other?

Michel Blangy, P.E.
-----Original Message-----
From: David Fisher [mailto:dfisher@fpse.com]
Sent: Wednesday, July 25, 2007 1:47 PM
To: seaint@seaint.org
Subject: RE: was excavation



When I was working for SOM in the 80s, we had a French "designer" who
referred to EVERY structural


Member (beam, column, slab, brace) as a (imagine said with a French
accent al a Monty Python) "girder beam"











David L. Fisher SE PE


Senior Director





Cape Cod Grand Cayman Holdings Ltd. - Cayman


Fisher+Partners Structural Engineers Ltd. - Cayman


372 West Ontario Chicago 60610


75 Fort Street Georgetown Grand Cayman BWI


319 A Street Boston 02210








312.573.1701


312.573.1726 facsimile


312.622.0409 mobile





www.ccgch.com



www.fpse.com









(Embedded image moved to file: pic19375.jpg)











From: David Topete [mailto:dtopete@gfdseng.com]
Sent: Wednesday, July 25, 2007 3:38 PM
To: seaint@seaint.org
Subject: RE: was excavation





Stucker? That's a new one. "Masonary" is about as common as "cement."
I tend to correct people with some of those terms…





David A. Topete, SE








From: Bob Freeman [mailto:robert.freeman@idsse.com]
Sent: Wednesday, July 25, 2007 1:33 PM
To: seaint@seaint.org
Subject: was excavation





David:





Have you heard of stucker?! How about masonary?





Bob Freeman


Architect


Structural Designer








--
-gm (See attached file: attg04cp.dat)

Jeff Giger/DAN/Minerals/METSO is out of the office.

I will be out of the office starting 07/25/2007 and will not return until
07/30/2007.

I will respond to your message when I return. For further needed assistance
call Barry Trumbauer at 271-7691 or Dave Ernest at 271-7665.


******* ****** ******* ******** ******* ******* ******* ***
* 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@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

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

Wednesday, July 25, 2007

Re: was excavation

I like Joyce's  for Joists

-g

On 7/25/07, Michel Blangy <mblangy@satco-inc.com> wrote:
David,
 
You might want to be more specific before this one gets out of control. French, French-Canadian, French-American, or other?
 
Michel Blangy, P.E.
-----Original Message-----
From: David Fisher [mailto:dfisher@fpse.com]
Sent: Wednesday, July 25, 2007 1:47 PM
To: seaint@seaint.org
Subject: RE: was excavation

When I was working for SOM in the 80s, we had a French "designer" who referred to EVERY structural

Member (beam, column, slab, brace) as a (imagine said with a French accent al a Monty Python) "girder beam"

 

 

 

David L. Fisher SE PE

Senior Director

 

Cape Cod Grand Cayman Holdings Ltd. - Cayman

Fisher+Partners Structural Engineers Ltd. - Cayman

372 West Ontario Chicago 60610

75 Fort Street Georgetown Grand Cayman BWI

319 A Street Boston 02210

 

 

312.573.1701

312.573.1726 facsimile

312.622.0409 mobile

 

www.ccgch.com

www.fpse.com

 

 

 

 


From: David Topete [mailto:dtopete@gfdseng.com]
Sent: Wednesday, July 25, 2007 3:38 PM
To: seaint@seaint.org
Subject: RE: was excavation

 

Stucker?  That's a new one.  "Masonary" is about as common as "cement."  I tend to correct people with some of those terms…

 

David A. Topete, SE

 


From: Bob Freeman [mailto:robert.freeman@idsse.com]
Sent: Wednesday, July 25, 2007 1:33 PM
To: seaint@seaint.org
Subject: was excavation

 

David:

 

Have you heard of stucker?!  How about masonary?

 

Bob Freeman

Architect

Structural Designer

 




--
-gm