Structural Engineering: 2009-09-20

Saturday, September 26, 2009

Off Topic

To the edge of space for $150. Cool.
http://space.1337arts.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@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: Design of blast doors

Kapil,
There is a lot of information on the design of heavy doors and gates
associated with dams, canals, sluices, etc. I have been away from this
a long time but a lot of information was available from sources like the
USACE, Tennessee Valley Authority, Bureau of Reclamation. Those are the
ones I can remember.
Gary

Kapil Nandwana wrote:
> Hi All :
>
> I am currently working on a project where I have to design a blast
> door. I have used TM5-1300 Manual for design of monolithic steel door.
> The issue is if I use a 1" plate thickness I do not meet the customer
> requirements(high ductility ratio and rotation ). But if i use a 2"
> plate , I do meet the requirements but the door weight becomes high
> and is not acceptable to the customer. So what we need to do is use a
> 1" plate and place stiffeners at critical locations, but I don't know
> how to analyze the blast doors with stiffeners on them , since
> TM5-1300 does not talk about those kind of doors.
>
> Can you all learned people suggest me as to how should I approach this problem ?
>
> Thanks,
> Kapil
> Structural Engineer, EWI
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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: Design Software based on Canadian codes

Hosein,
Let me know what the results of your survey,if you can, please. Now
that Richard Calvert woke me up, I would suggest TEDDS which is put out
by CSC. You can probably download a demo to look at it and I can send
you results of simple beam and column calculations from TEDDS.
I hope you are comfortable with metric.
Gary

hosein mardanloo wrote:
> Gary,
>
> Actually I am doing some research to compare canadian and other codes,
> both in seismic loading and simple concrete/steel beam/column design.
> So I don't need complex commercial softwares, because I am also
> checking results manually. I need some simple packages that can
> accelerate my research. If you find something please let me know.
>
> Thanks for your helpful attitude,

Re: Design Software based on Canadian codes

Gary,

Actually I am doing some research to compare canadian and other codes, both in seismic loading and simple concrete/steel beam/column design. So I don't need complex commercial softwares, because I am also checking results manually. I need some simple packages that can accelerate my research. If you find something please let me know.

Thanks for your helpful attitude,

Friday, September 25, 2009

Re: Design Software based on Canadian codes

Hosein,
Which provincial code are you using? The National Building Code of Canada is
only a model code and each province develops it's own from that model.

You are required to design to the referenced standards in the provincial
building code: Concrete CSA A23.3, Steel CSA S16, Wood CSA O86, Welding CSA
W59, etc.

I am not aware of any FREE software that will conform to any of these design
standards. There are some very fine commercial products and there are some
excellent consultants who may need nothing more than a soft pencil.

Regards
Paul
--
Paul Ransom, P.Eng.
ph 905 639-9628
fax 905 639-3866
ad026@hwcn.org

> From: hosein mardanloo <hosein.mardanloo@gmail.com>

> Hi,
>
>
> I am searching for a free software which can design beam and columns based
> on Canadian codes. I did not find anything in the web.

Re: Continuing Education (Poll)

Does anyone else see the typing error on that page (see below)?

Anyway, may I take a poll? I'm curious to know what continuing education topics would be of interest to those on this list?

- Jeremy

Quoting Richard Calvert <RichardC@lbbe.com>:

> http://www.gostructural.com/news-sei's_continuing_education_initiative_seeks_proposals-325.html<http://www.gostructural.com/news-sei's_continuing_education_initiative_seeks_proposals-325.html>
>
> Submit away folks. I'de like if there were finally CE courses that
> differed from "learning wind design, yet again" in the SE field
> (more-over, courses that aren't mostly directed at civil or bridge
> design....)
>
> thanks,
>
> Richard Calvert, EIT
> Project Engineer
>
> Lindemann Bentzon Bojack
> Architects & Engineers
> 290 Citrus Tower Blvd, Suite 200, Clermont, Fl. 34711
> tel: 352.242.0100 ext.141 fax: 352.242.0302
> www.lbbe.com<http://www.lbbe.com>
> [cid:image001.jpg@01CA3DBF.D24ADD50]<http://www.lbbe.com/>
> Internet Email Confidentiality
> Privileged/Confidential Information may be contained in this message.
> If you are not the addressee indicated in this message (or responsible
> for delivery of the message to such person), you may not copy or deliver
> this message to anyone. In such case, you should destroy this message
> and kindly notify the sender by reply email. Please advise immediately if
> you or your employer do not consent to Internet email for messages of
> this kind. Opinions, conclusions and other information in this message
> that do not relate to the official business of my firm shall be understood
> as neither given nor endorsed by it.
>
>

RE: How to Calculate strength of embedded beams

Unless there is a mechanism to transfer horizontal shear (i.e. shear studs), you should calculate the strength of the steel beam as an independent structural element. The concrete could be assumed to provide lateral bracing only. Shear studs can be added and would provide a significant increase in flexural strength.

From what you have presented, I would say that it is doubful that the W 8x24 has sufficient strength for the applied static loading. It is different if this is a dynamic load, but there is insufficient data if this is a dynamic load application.

Regards, Harold Sprague

> Date: Fri, 25 Sep 2009 08:15:23 -0400
> Subject: How to Calculate strength of embedded beams
> From: kapil.nandwana@gmail.com
> To: seaint@seaint.org
>
> Hi All :
>
> I need to calculate the strength of a W 8 X 24 beam embedded in the
> concrete of 8" and which is 240" long .How should I proceed to solve
> this problem. Is there any reference to which I can look into which
> talks about the strength of embedded beams ?
>
> Basically, the reason why I need this is because I am currently
> working on a project where I have designed a test fixture for doors.
> The base of the test fixture will be welded on to the W 8 X 24 beam
> embedded in the concrete. FE Analysis predicts that the test fixture
> will be pulling up the embedded beam with a force of 20,000 lbf .
>
> Is the embedded beam able to resist that force without any failure to
> concrete/beam ?
>
> Your suggestions and help in answering this question is highly appreciated.
>
> Thanks,
>
> Kapil
> Structural Engineer, EWI
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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
> ******* ****** ****** ****** ******* ****** ****** ********

Lauren found her dream laptop. Find the PC that's right for you.

RE: Design of blast doors

I presume that you were aware that the UFC 3-340-02 replaced the TM 5-1300 in 2008, but a lot of the old TM 5-1300 information was retained.

For your particular problem, reference UFC 3-340-02:
Section 5-36.6.2
Example in Chapter 15
Figure 5-18
Example 5A-7.

Regards, Harold Sprague

> Date: Fri, 25 Sep 2009 08:45:59 -0400
> Subject: Design of blast doors
> From: kapil.nandwana@gmail.com
> To: seaint@seaint.org
>
> Hi All :
>
> I am currently working on a project where I have to design a blast
> door. I have used TM5-1300 Manual for design of monolithic steel door.
> The issue is if I use a 1" plate thickness I do not meet the customer
> requirements(high ductility ratio and rotation ). But if i use a 2"
> plate , I do meet the requirements but the door weight becomes high
> and is not acceptable to the customer. So what we need to do is use a
> 1" plate and place stiffeners at critical locations, but I don't know
> how to analyze the blast doors with stiffeners on them , since
> TM5-1300 does not talk about those kind of doors.
>
> Can you all learned people suggest me as to how should I approach this problem ?
>
> Thanks,
> Kapil
> Structural Engineer, EWI
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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
> ******* ****** ****** ****** ******* ****** ****** ********

Lauren found her dream laptop. Find the PC that's right for you.

http://www.gostructural.com/news-sei’s_continuing_education_initiative_seeks_proposals-325.html

Submit away folks. I’de like if there were finally CE courses that differed from “learning wind design, yet again” in the SE field (more-over, courses that aren’t mostly directed at civil or bridge design….)

thanks,

Richard Calvert, EIT

Project Engineer

Lindemann Bentzon Bojack

Architects & Engineers

290 Citrus Tower Blvd, Suite 200, Clermont, Fl. 34711

tel: 352.242.0100 ext.141 fax: 352.242.0302

www.lbbe.com

Internet Email Confidentiality
Privileged/Confidential Information may be contained in this message.

If you are not the addressee indicated in this message (or responsible

for delivery of the message to such person), you may not copy or deliver

this message to anyone. In such case, you should destroy this message

and kindly notify the sender by reply email. Please advise immediately if

you or your employer do not consent to Internet email for messages of

this kind. Opinions, conclusions and other information in this message

that do not relate to the official business of my firm shall be understood

as neither given nor endorsed by it.

RE: Design Software based on Canadian codes

http://www.structural-engineering.fsnet.co.uk/free.htm

is a fairly extensive list of free SE softs. I would imagine that one of the free beam products from CSC would work for your needs, as they cover a number of codes. However, I can’t seem to find the downloads page on their site – I know Mathew Newton of CSC frequents this server, maybe he’ll read this and help out somehow?

From: hosein mardanloo [mailto:hosein.mardanloo@gmail.com]
Sent: Thursday, September 24, 2009 6:15 PM
To: seaint@seaint.org
Subject: Design Software based on Canadian codes

Hi,

I am searching for a free software which can design beam and columns based on Canadian codes. I did not find anything in the web.

Design of blast doors

Hi All :

I am currently working on a project where I have to design a blast
door. I have used TM5-1300 Manual for design of monolithic steel door.
The issue is if I use a 1" plate thickness I do not meet the customer
requirements(high ductility ratio and rotation ). But if i use a 2"
plate , I do meet the requirements but the door weight becomes high
and is not acceptable to the customer. So what we need to do is use a
1" plate and place stiffeners at critical locations, but I don't know
how to analyze the blast doors with stiffeners on them , since
TM5-1300 does not talk about those kind of doors.

Can you all learned people suggest me as to how should I approach this problem ?

Thanks,
Kapil
Structural Engineer, EWI

RE: How to Calculate strength of embedded beams

It sounds like this a beam by others - correct me if I'm wrong.
If that is the case however, you're check will mean nothing unless you consider all other loads the EOR is assuming this member to carry. It is therefore a typical approach to provide the loads to the EOR and have him verify the member.

Otherwise, if the beam has shear studs (i.e. nelson studs) then both the AISC manual of steel construction and the Nelson's publications would be a good place to start. If it does not shear studs, I would personally not be apt to consider composite action as you can't count on a predictable interaction. In which case, a standard section modulus check is sufficient for this section.

-----Original Message-----
From: Kapil Nandwana [mailto:kapil.nandwana@gmail.com]
Sent: Friday, September 25, 2009 8:15 AM
To: seaint@seaint.org
Subject: How to Calculate strength of embedded beams

Hi All :

I need to calculate the strength of a W 8 X 24 beam embedded in the
concrete of 8" and which is 240" long .How should I proceed to solve
this problem. Is there any reference to which I can look into which
talks about the strength of embedded beams ?

Basically, the reason why I need this is because I am currently
working on a project where I have designed a test fixture for doors.
The base of the test fixture will be welded on to the W 8 X 24 beam
embedded in the concrete. FE Analysis predicts that the test fixture
will be pulling up the embedded beam with a force of 20,000 lbf .

Is the embedded beam able to resist that force without any failure to
concrete/beam ?

Your suggestions and help in answering this question is highly appreciated.

Thanks,

Kapil
Structural Engineer, EWI

How to Calculate strength of embedded beams

Hi All :

Is the embedded beam able to resist that force without any failure to
concrete/beam ?

Your suggestions and help in answering this question is highly appreciated.

Thanks,

Kapil
Structural Engineer, EWI

Re: Design Software based on Canadian codes

hosein,
I am not aware of any free software that does what you want. You might
try "webcivil" but if I recall it solves very basic stuff.
I am using a program called SODA Graphix (www.sodaspace.ca) which is
very economically priced, but will only design and analyse steel and do
code checks(Can & USA) on steel, although it can analyse other
materials. I might be able to help you with spreadsheets.
Gary

hosein mardanloo wrote:
> Hi,
>
>
> I am searching for a free software which can design beam and columns
> based on Canadian codes. I did not find anything in the web.

Thursday, September 24, 2009

Design Software based on Canadian codes

Hi,

I am searching for a free software which can design beam and columns based on Canadian codes. I did not find anything in the web.

Re: Question about Canadian code 1985

Hosein
Did you receive the copies? I sent them directly to you.
Gary

hosein mardanloo wrote:

thanks. I am really in need of it. I wait for your response.

Hossein

Hossein,
I have it but where it is is another question. I moved into a bigger
office in March and I am still unpacking and sorting things out. It
also may be at home. I will get back to you.
Gary

hosein mardanloo wrote:
> Hi,
>
> I have a question about Canadian National Building Code (NBC) of 1985.
> Can anybody tell me what have been load combination factors in this
> code, specially load combinations including wind and seismic load? I
> don't have this old code unfortunately.
>
> Hossein Mardanlo

Wednesday, September 23, 2009

Re: seismic accelerations

It needs to be emphasized that - as duly noted in the program - the values provided by Enercalc are "centroid" values, and there are likely to be higher accelerations within a given ZIP code.

The difference may be minor (1.7% as it is in the case of the absolute worse CA accelerations in Korbel, maximum Ss=2.861), or quite substantial (31%) as for Rancho Cucamonga with pretty high maximum of Ss=2.67g.

V. Steve Gordin, SE
Irvine CA

----- Original Message -----

From: Michel Blangy

To: seaint@seaint.org

Sent: Wednesday, September 23, 2009 12:00

Subject: RE: seismic accelerations

Enercalc has them all listed by zipcode. The list is sortable.
-----Original Message-----
From: Gerard Madden, SE [mailto:gmse4603@gmail.com]
Sent: Wednesday, September 23, 2009 11:25 AM
To: seaint@seaint.org
Subject: Re: seismic accelerations

Good. that way you can narrow down your search to the middle of the peak areas.

I guess you could also pay a local college engineering student a 100 bucks (beer money) to run the USGS program for every zip code in CA and give you a spread sheet with the summary.

-gm
On Wed, Sep 23, 2009 at 9:53 AM, SGE Structural <sgordin@sgeconsulting.com> wrote:
Gerry,

I am doing that too.

The good news is that whatever it is in California, it is still remains less than in Sikestone MO (3.368/1.314)/

Thanks,

V. Steve Gordin, SE
Irvine CA
----- Original Message -----

From: Gerard Madden, SE

To: seaint@seaint.org
Sent: Wednesday, September 23, 2009 09:01

Subject: Re: seismic accelerations

Might be easier just to look at the maps with the contour lines for the SS and S1.

-gm
On Wed, Sep 23, 2009 at 8:45 AM, SGE Structural <sgordin@sgeconsulting.com> wrote:
Tom,

This is pretty much exactly what I am doing.

Thanks,

V. Steve Gordin, SE
Irvine CA
----- Original Message -----

From: Tom.Hunt@fluor.com

To: seaint@seaint.org

Sent: Wednesday, September 23, 2009 08:41

Subject: Re: seismic accelerations

Steve,

You might try going into Google Earth and get the latitude and longitude from various cities along the San Adreas Fault (and/or other major faults) then plug into the USGS seismic parameter program and see what you get.

Thomas Hunt, S.E.
Fluor

"SGE Structural" <sgordin@sgeconsulting.com>
09/23/2009 08:05 AM
Please respond to seaint

To
<seaint@seaint.org>

cc

Subject
seismic accelerations

Good morning,

Working on a project "generic" for entire State of California, and need to estimate the highest seismic load for a city in the state.
So far, the highest accelerations I found were in the City of Rancho Cucamonga (Ss=2.670, S1=0.968, higher than even in Richmond or Berkeley).

Is anybody aware of even higher values anywhere in the state?

Thanks,

V. Steve Gordin, SE
Irvine CA
------------------------------------------------------------ The information transmitted is intended only for the person  or entity to which it is addressed and may contain  proprietary, business-confidential and/or privileged material.   If you are not the intended recipient of this message you are  hereby notified that any use, review, retransmission, dissemination,  distribution, reproduction or any action taken in reliance upon  this message is prohibited. If you received this in error, please  contact the sender and delete the material from any computer.    Any views expressed in this message are those of the individual  sender and may not necessarily reflect the views of the company.   ------------------------------------------------------------ 

Re: seismic accelerations

Steve

Underlying Data Sets For Seismic Design Calculator

This link is from USGS site of S1 & Ss values for indicated Lat & Long. You would have to find max values from table.

Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA

In a message dated 9/23/2009 2:10:13 P.M. Pacific Daylight Time, sgordin@sgeconsulting.com writes:

Michel,

This is exactly what I needed, very valuable information.

The link to USGS source is broken though - even they (USGS) cannot get to the database. They promised to figure this out.

Thanks,

V. Steve Gordin, SE
Irvine CA

----- Original Message -----

From: Michel Blangy

To: seaint@seaint.org

Sent: Wednesday, September 23, 2009 12:00

Subject: RE: seismic accelerations

Enercalc has them all listed by zipcode. The list is sortable.

-----Original Message-----
From: Gerard Madden, SE [mailto:gmse4603@gmail.com]
Sent: Wednesday, September 23, 2009 11:25 AM
To: seaint@seaint.org
Subject: Re: seismic accelerations

Good. that way you can narrow down your search to the middle of the peak areas.

I guess you could also pay a local college engineering student a 100 bucks (beer money) to run the USGS program for every zip code in CA and give you a spread sheet with the summary.

-gm

On Wed, Sep 23, 2009 at 9:53 AM, SGE Structural <sgordin@sgeconsulting.com> wrote:

Gerry,

I am doing that too.

The good news is that whatever it is in California, it is still remains less than in Sikestone MO (3.368/1.314)/

Thanks,

V. Steve Gordin, SE
Irvine CA

----- Original Message -----

From: Gerard Madden, SE

To: seaint@seaint.org

Sent: Wednesday, September 23, 2009 09:01

Subject: Re: seismic accelerations

Might be easier just to look at the maps with the contour lines for the SS and S1.

-gm

On Wed, Sep 23, 2009 at 8:45 AM, SGE Structural <sgordin@sgeconsulting.com> wrote:

Tom,

This is pretty much exactly what I am doing.

Thanks,

V. Steve Gordin, SE
Irvine CA

----- Original Message -----

From: Tom.Hunt@fluor.com

To: seaint@seaint.org

Sent: Wednesday, September 23, 2009 08:41

Subject: Re: seismic accelerations

Steve,

You might try going into Google Earth and get the latitude and longitude from various cities along the San Adreas Fault (and/or other major faults) then plug into the USGS seismic parameter program and see what you get.

Thomas Hunt, S.E.
Fluor

"SGE Structural" <sgordin@sgeconsulting.com>
09/23/2009 08:05 AM
Please respond to seaint

To
<seaint@seaint.org>

cc

Subject
seismic accelerations

Good morning,

Working on a project "generic" for entire State of California, and need to estimate the highest seismic load for a city in the state.
So far, the highest accelerations I found were in the City of Rancho Cucamonga (Ss=2.670, S1=0.968, higher than even in Richmond or Berkeley).

Is anybody aware of even higher values anywhere in the state?

Thanks,

V. Steve Gordin, SE
Irvine CA

------------------------------------------------------------ The information transmitted is intended only for the person or entity to which it is addressed and may contain proprietary, business-confidential and/or privileged material. If you are not the intended recipient of this message you are hereby notified that any use, review, retransmission, dissemination, distribution, reproduction or any action taken in reliance upon this message is prohibited. If you received this in error, please contact the sender and delete the material from any computer. Any views expressed in this message are those of the individual sender and may not necessarily reflect the views of the company. ------------------------------------------------------------

Re: seismic accelerations

Michel,

This is exactly what I needed, very valuable information.

The link to USGS source is broken though - even they (USGS) cannot get to the database. They promised to figure this out.

Thanks,

V. Steve Gordin, SE
Irvine CA

----- Original Message -----

From: Michel Blangy

To: seaint@seaint.org

Sent: Wednesday, September 23, 2009 12:00

Subject: RE: seismic accelerations

Enercalc has them all listed by zipcode. The list is sortable.
-----Original Message-----
From: Gerard Madden, SE [mailto:gmse4603@gmail.com]
Sent: Wednesday, September 23, 2009 11:25 AM
To: seaint@seaint.org
Subject: Re: seismic accelerations

Good. that way you can narrow down your search to the middle of the peak areas.

I guess you could also pay a local college engineering student a 100 bucks (beer money) to run the USGS program for every zip code in CA and give you a spread sheet with the summary.

-gm
On Wed, Sep 23, 2009 at 9:53 AM, SGE Structural <sgordin@sgeconsulting.com> wrote:
Gerry,

I am doing that too.

The good news is that whatever it is in California, it is still remains less than in Sikestone MO (3.368/1.314)/

Thanks,

V. Steve Gordin, SE
Irvine CA
----- Original Message -----

From: Gerard Madden, SE

To: seaint@seaint.org
Sent: Wednesday, September 23, 2009 09:01

Subject: Re: seismic accelerations

Might be easier just to look at the maps with the contour lines for the SS and S1.

-gm
On Wed, Sep 23, 2009 at 8:45 AM, SGE Structural <sgordin@sgeconsulting.com> wrote:
Tom,

This is pretty much exactly what I am doing.

Thanks,

V. Steve Gordin, SE
Irvine CA
----- Original Message -----

From: Tom.Hunt@fluor.com

To: seaint@seaint.org

Sent: Wednesday, September 23, 2009 08:41

Subject: Re: seismic accelerations

Steve,

You might try going into Google Earth and get the latitude and longitude from various cities along the San Adreas Fault (and/or other major faults) then plug into the USGS seismic parameter program and see what you get.

Thomas Hunt, S.E.
Fluor

"SGE Structural" <sgordin@sgeconsulting.com>
09/23/2009 08:05 AM
Please respond to seaint

To
<seaint@seaint.org>

cc

Subject
seismic accelerations

Good morning,

Working on a project "generic" for entire State of California, and need to estimate the highest seismic load for a city in the state.
So far, the highest accelerations I found were in the City of Rancho Cucamonga (Ss=2.670, S1=0.968, higher than even in Richmond or Berkeley).

Is anybody aware of even higher values anywhere in the state?

Thanks,

V. Steve Gordin, SE
Irvine CA
------------------------------------------------------------ The information transmitted is intended only for the person  or entity to which it is addressed and may contain  proprietary, business-confidential and/or privileged material.   If you are not the intended recipient of this message you are  hereby notified that any use, review, retransmission, dissemination,  distribution, reproduction or any action taken in reliance upon  this message is prohibited. If you received this in error, please  contact the sender and delete the material from any computer.    Any views expressed in this message are those of the individual  sender and may not necessarily reflect the views of the company.   ------------------------------------------------------------ 

Re: seismic accelerations

have you verified that Enercalc has the correct values?

Michel Blangy wrote:

Enercalc has them all listed by zipcode. The list is sortable.
-----Original Message-----
From: Gerard Madden, SE [mailto:gmse4603@gmail.com]
Sent: Wednesday, September 23, 2009 11:25 AM
To: seaint@seaint.org
Subject: Re: seismic accelerations

Good. that way you can narrow down your search to the middle of the peak areas.

I guess you could also pay a local college engineering student a 100 bucks (beer money) to run the USGS program for every zip code in CA and give you a spread sheet with the summary.

-gm
On Wed, Sep 23, 2009 at 9:53 AM, SGE Structural <sgordin@sgeconsulting.com> wrote:
Gerry,

I am doing that too.

The good news is that whatever it is in California, it is still remains less than in Sikestone MO (3.368/1.314)/

Thanks,

V. Steve Gordin, SE
Irvine CA
----- Original Message -----

From: Gerard Madden, SE

To: seaint@seaint.org
Sent: Wednesday, September 23, 2009 09:01

Subject: Re: seismic accelerations

Might be easier just to look at the maps with the contour lines for the SS and S1.

-gm
On Wed, Sep 23, 2009 at 8:45 AM, SGE Structural <sgordin@sgeconsulting.com> wrote:
Tom,

This is pretty much exactly what I am doing.

Thanks,

V. Steve Gordin, SE
Irvine CA
----- Original Message -----

From: Tom.Hunt@fluor.com

To: seaint@seaint.org

Sent: Wednesday, September 23, 2009 08:41

Subject: Re: seismic accelerations

Steve,

You might try going into Google Earth and get the latitude and longitude from various cities along the San Adreas Fault (and/or other major faults) then plug into the USGS seismic parameter program and see what you get.

Thomas Hunt, S.E.
Fluor

"SGE Structural" <sgordin@sgeconsulting.com>
09/23/2009 08:05 AM
Please respond to seaint

To
<seaint@seaint.org>

cc

Subject
seismic accelerations

Good morning,

Working on a project "generic" for entire State of California, and need to estimate the highest seismic load for a city in the state.
So far, the highest accelerations I found were in the City of Rancho Cucamonga (Ss=2.670, S1=0.968, higher than even in Richmond or Berkeley).

Is anybody aware of even higher values anywhere in the state?

Thanks,

V. Steve Gordin, SE
Irvine CA
------------------------------------------------------------ The information transmitted is intended only for the person  or entity to which it is addressed and may contain  proprietary, business-confidential and/or privileged material.   If you are not the intended recipient of this message you are  hereby notified that any use, review, retransmission, dissemination,  distribution, reproduction or any action taken in reliance upon  this message is prohibited. If you received this in error, please  contact the sender and delete the material from any computer.    Any views expressed in this message are those of the individual  sender and may not necessarily reflect the views of the company.   ------------------------------------------------------------             

RE: seismic accelerations

Enercalc has them all listed by zipcode. The list is sortable.

-----Original Message-----
From: Gerard Madden, SE [mailto:gmse4603@gmail.com]
Sent: Wednesday, September 23, 2009 11:25 AM
To: seaint@seaint.org
Subject: Re: seismic accelerations

Good. that way you can narrow down your search to the middle of the peak areas.

I guess you could also pay a local college engineering student a 100 bucks (beer money) to run the USGS program for every zip code in CA and give you a spread sheet with the summary.

-gm
On Wed, Sep 23, 2009 at 9:53 AM, SGE Structural <sgordin@sgeconsulting.com> wrote:
Gerry,

I am doing that too.

The good news is that whatever it is in California, it is still remains less than in Sikestone MO (3.368/1.314)/

Thanks,

V. Steve Gordin, SE
Irvine CA
----- Original Message -----

From: Gerard Madden, SE

To: seaint@seaint.org
Sent: Wednesday, September 23, 2009 09:01

Subject: Re: seismic accelerations

Might be easier just to look at the maps with the contour lines for the SS and S1.

-gm
On Wed, Sep 23, 2009 at 8:45 AM, SGE Structural <sgordin@sgeconsulting.com> wrote:
Tom,

This is pretty much exactly what I am doing.

Thanks,

V. Steve Gordin, SE
Irvine CA
----- Original Message -----

From: Tom.Hunt@fluor.com

To: seaint@seaint.org

Sent: Wednesday, September 23, 2009 08:41

Subject: Re: seismic accelerations

Steve,

You might try going into Google Earth and get the latitude and longitude from various cities along the San Adreas Fault (and/or other major faults) then plug into the USGS seismic parameter program and see what you get.

Thomas Hunt, S.E.
Fluor

"SGE Structural" <sgordin@sgeconsulting.com>
09/23/2009 08:05 AM
Please respond to seaint

To
<seaint@seaint.org>

cc

Subject
seismic accelerations

Good morning,

Working on a project "generic" for entire State of California, and need to estimate the highest seismic load for a city in the state.
So far, the highest accelerations I found were in the City of Rancho Cucamonga (Ss=2.670, S1=0.968, higher than even in Richmond or Berkeley).

Is anybody aware of even higher values anywhere in the state?

Thanks,

V. Steve Gordin, SE
Irvine CA
------------------------------------------------------------ The information transmitted is intended only for the person  or entity to which it is addressed and may contain  proprietary, business-confidential and/or privileged material.   If you are not the intended recipient of this message you are  hereby notified that any use, review, retransmission, dissemination,  distribution, reproduction or any action taken in reliance upon  this message is prohibited. If you received this in error, please  contact the sender and delete the material from any computer.    Any views expressed in this message are those of the individual  sender and may not necessarily reflect the views of the company.   ------------------------------------------------------------ 

Re: Question about Canadian code 1985

Hosein,

I think I sent it to you by separate e-mail (four pages). Let me know if you received it.

Regards,

H. Daryl Richardson

----- Original Message -----

From: hosein mardanloo

To: seaint@seaint.org

Sent: Tuesday, September 22, 2009 4:44 AM

Subject: Question about Canadian code 1985

Hi,

I have a question about Canadian National Building Code (NBC) of 1985.
Can anybody tell me what have been load combination factors in this code, specially load combinations including wind and seismic load? I don't have this old code unfortunately.

Hossein Mardanlo

Re: seismic accelerations

Good. that way you can narrow down your search to the middle of the peak areas.

I guess you could also pay a local college engineering student a 100 bucks (beer money) to run the USGS program for every zip code in CA and give you a spread sheet with the summary.

-gm

On Wed, Sep 23, 2009 at 9:53 AM, SGE Structural <sgordin@sgeconsulting.com> wrote:

Gerry,

I am doing that too.

The good news is that whatever it is in California, it is still remains less than in Sikestone MO (3.368/1.314)/

Thanks,

V. Steve Gordin, SE
Irvine CA
----- Original Message -----

From: Gerard Madden, SE

To: seaint@seaint.org
Sent: Wednesday, September 23, 2009 09:01

Subject: Re: seismic accelerations

Might be easier just to look at the maps with the contour lines for the SS and S1.

-gm
On Wed, Sep 23, 2009 at 8:45 AM, SGE Structural <sgordin@sgeconsulting.com> wrote:
Tom,

This is pretty much exactly what I am doing.

Thanks,

V. Steve Gordin, SE
Irvine CA
----- Original Message -----

From: Tom.Hunt@fluor.com

To: seaint@seaint.org

Sent: Wednesday, September 23, 2009 08:41

Subject: Re: seismic accelerations

Steve,

You might try going into Google Earth and get the latitude and longitude from various cities along the San Adreas Fault (and/or other major faults) then plug into the USGS seismic parameter program and see what you get.

Thomas Hunt, S.E.
Fluor

"SGE Structural" <sgordin@sgeconsulting.com>
09/23/2009 08:05 AM
Please respond to seaint

To
<seaint@seaint.org>

cc

Subject
seismic accelerations

Good morning,

Working on a project "generic" for entire State of California, and need to estimate the highest seismic load for a city in the state.
So far, the highest accelerations I found were in the City of Rancho Cucamonga (Ss=2.670, S1=0.968, higher than even in Richmond or Berkeley).

Is anybody aware of even higher values anywhere in the state?

Thanks,

V. Steve Gordin, SE
Irvine CA
------------------------------------------------------------ The information transmitted is intended only for the person  or entity to which it is addressed and may contain  proprietary, business-confidential and/or privileged material.   If you are not the intended recipient of this message you are  hereby notified that any use, review, retransmission, dissemination,  distribution, reproduction or any action taken in reliance upon  this message is prohibited. If you received this in error, please  contact the sender and delete the material from any computer.    Any views expressed in this message are those of the individual  sender and may not necessarily reflect the views of the company.   ------------------------------------------------------------ 