Structural Engineering: 2009-05-03

Saturday, May 9, 2009

Re: Dallas Cowboys Roof Collapse

To make matters worse, there has actually been a trend in recent years for
the broker to claim that they ARE the structural designer and manufacturer.
Then they turn around and sub-contract the work. The "shop" drawings that
they submit to Owner/GC are signed/sealed on their own "manufacturer" title
block with, maybe, a one-line reference to the actual desgner/manufacturer
in the small print on the information/spec page.

As you point out, the broker is clueless about structures in general, and
probably the building code as well. Unfortunately, the real manufacturer
relies SOLELY on data provided by the broker for the supplied product. Some
manufacturers, even ones with big industry names, won't question the order
details (e.g. low loads, extraordinary deflection allowances, questionable
code interpretations, inappropriate product applications, etc.). The owner
suffers and doesn't even understand the contractual limitations until they
have problems (e.g. no apparent EOR, no mill certs, no site observation,
etc.).

I refer to these as "dump and run" brokers. It wouldn't be as big an issue
if this wasn't happening on multi-million dollar projects.

Would you like fries with your building?

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

> From: Jnapd@aol.com
> Subject: Re: Dallas Cowboys Roof Collapse
> To: seaint@seaint.org

> We have found that same problem with Metal buildings where we are designing
> the foundation. The client buys from A who sells products of B, C and D.
>
> The client assumes A is the designer and fabricator and finds out latter he
> is the middle man for profit only and is usually clueless about structures
> in general.
>
> Joe Venuti
> Johnson & Nielsen Associates
> Palm Springs, CA

******* ****** ******* ******** ******* ******* ******* ***
* 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: Dr. Charles Carter, PhD

Harold:

I attended the Structures Congress in Austin and so did Charlie Carter. It was announced at the awards luncheon that Charlie could not attend because he had just defended his PhD dissertation the previous day. Charlie then popped up in the back of the room. Later, at a reception with adult beverages in hand, Charlie confirmed to me that he did indeed receive his PhD a day earlier from IIT, the Illinois Institute of Technology. He repeated it a couple of times, wanting to make sure that I understood that IIT was not ITT. When I asked if this meant a promotion, he responded that it allows him to keep his current job.

Oh, and he still answers to Charlie.

Regards,

Stan Caldwell in Texas

On Sat, May 9, 2009 at 11:32 PM, Harold Sprague <spraguehope@hotmail.com> wrote:

At the 2009 Structures Congress, rumor was rampant that our AISC mainstay had received his PhD. If anyone (Charlie??) on this list is able to confirm this, I would appreciate it.

If confirmed, I am sure that we all would like to congratulate him.

Well done!!

The question at hand is what is Charlie's appropriate name:

Dr. Charles Carter, PhD
Dr. Charlie Carter, PhD
Dr. Charlie (when he gets his television show)
Old Doc Charlie (when he gets to be my age)

Regards, Harold Sprague

Hotmail® has a new way to see what's up with your friends. Check it out.

Dr. Charles Carter, PhD

At the 2009 Structures Congress, rumor was rampant that our AISC mainstay had received his PhD. If anyone (Charlie??) on this list is able to confirm this, I would appreciate it.

If confirmed, I am sure that we all would like to congratulate him.

Well done!!

The question at hand is what is Charlie's appropriate name:

Dr. Charles Carter, PhD
Dr. Charlie Carter, PhD
Dr. Charlie (when he gets his television show)
Old Doc Charlie (when he gets to be my age)

Regards, Harold Sprague

Hotmail® has a new way to see what's up with your friends. Check it out.

Re: Dallas Cowboys Roof Collapse

I think that the second last two paragraphs tell a tale that really needs to
be addressed in the Arch/Eng/Building Official intersect.

"Construction ended about six months ago on another Summit project in the
state, an athletic complex at Texas A&M. Summit manufactured materials for
that facility and designed it, university spokesman Jason Cook said.

But Cook said Summit did not handle construction or supply the engineer of
record." - Dallas Morning News

Bold generalization: Pre-engineered manufacturers do NOT provide engineering
consulting services and CANNOT act as AOR/EOR for a project - despite the
presence of a properly sealed set of "erection drawings" from the
manufacturer. If the Owner/GC buys pre-engineered "buildings" through a
dealer/broker, the Owner/GC must provide project engineering or
architectural support for their design/build supply scope. The Building
Authority rarely understands this nuance of authority/liability and
frequently assumes that the other professional designers on the project ARE
the AOR/EOR for the pre-engineered scope. Foundation design engineers are
usually the only other EOR involved with the "building" and are frequently
assumed to be accepting responsibility for the pre-engineered structure.

At the Phoenix NASCC I noted that there are more companies now offering more
pre-manufactured structural and secondary structural "systems" than ever
before. This is cost efficient for the owner, but they can't simply assign a
contractor who can point to engineered elements available off-the-shelf and
assemble a building that can be permitted on the basis that every set of
drawings has a seal by a licensed engineer employed by the manufacturer.

Oooh, I could rant on.

Disclosure: I am a member of a Technical Committee of a Canadian national
quality standard that includes metal framed, fabric covered buildings in the
scope of what are traditionally known as pre-engineered metal buildings.
Manufacturer Certification is mandatory within the scope of the building
codes but it does not address the professional responsibility trail at the
permit office. I am addressing that issue by other means.

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

> Subject: Re: Dallas Cowboys Roof Collapse
> From: Stan Caldwell <stancaldwell@gmail.com>
> To: seaint@seaint.org
>
> --001485f7cb5895a9220469661bdb
> Content-Type: text/plain; charset=windows-1252
> Content-Transfer-Encoding: quoted-printable
>
> Gary:
>
> Here is the latest newspaper article:
>
> http://www.dallasnews.com/sharedcontent/dws/dn/latestnews/stories/050809dnm=
> etcowboyscollapse.4057b52.html
>
> Regards,
>
> Stan

RE: wood design programs

To my knowledge, RISA-3D can do rigid diaphragms (as long as they are not slopped), but not flexible ones.

Regards,

Scott

Adrian, MI

From: Bill Allen [mailto:t.w.allen@cox.net]
Sent: Friday, May 08, 2009 11:24 AM
To: seaint@seaint.org
Subject: RE: wood design programs

Woodworks will not do all of the things you want it to do.

I believe the latest version of RISA 3D incorporates a wood wall element including shear walls. I don't believe it addresses diaphragms yet but it is in the works. I have no idea how well it works. Programming wood behavior and design is tricky and I believe, contrary to published statements by SEAOSC's Past President, Martin Johnson, wood design requires quite a bit of REAL engineering. This is not a knock on my colleagues who design steel and concrete structures, but there is a reason why wood design has not made it into computer programs very successfully (yet). I do believe if anyone can do it, it will be Bruce Bates.

The best program that will do exactly what you want it to do?

Microsoft Excel.

T. William (Bill) Allen, S.E.

ALLEN DESIGNS

Consulting Structural Engineers
V (949) 248-8588 • F(949) 209-2509

-----Original Message-----
From: PFFEI@aol.com [mailto:PFFEI@aol.com]
Sent: Thursday, May 07, 2009 3:35 PM
To: seaint@seaint.org
Subject: wood design programs

what is the consensus on a good wood design program for lateral force design. i am looking for something that can do rigid diaphragm analysis, perforated shear wall design, accomodate irregular geometries and torsion, system offsets between levels, and model steel elements that could be part of the system. is woodworks a good program or is there something better.

thanks for your response.

paul franceschi, s.e.

Big savings on Dell's most popular laptops. Now starting at $449!

Friday, May 8, 2009

RE: concrete reinforcing steel

Thanks...sometimes my figures are faster than my brain or slightly
disconnected from my brain! <grin>

Scott
Adrian, MI

...... Original Message .......
On Fri, 8 May 2009 08:15:40 -0800 "Jared Keyser" <jkeyser@lcmf.com> wrote:
>Scott,
>
>Just a correction : Ratio of actual ultimate tensile strength to actual
yield strength must be greater than 1.25 (i.e. increased ductility) not
less than.
>
>Jared
>
>
>From: "Scott Maxwell" <smaxwell@umich.edu>
>To: <seaint@seaint.org>
>Subject: RE: concrete reinforcing steel
>
>This is a multi-part message in MIME format.
>
>------=_NextPart_000_0211_01C9CF81.4DE0F8D0
>Content-Type: text/plain;
> charset="us-ascii"
>Content-Transfer-Encoding: 7bit
>
>ACI 318 has required A706 (aka "weldable" bar) for seismic use for quite a
>while. As an alternative, you can use A615 if the ratio of ultimate to
>yield is less than 1.25 and as long as the actual yield is not more than 18
>ksi higher than specified. I am pretty sure the same provisions were in
the
>1997 UBC (too lazy to dig it out at the moment to check) and I would assume
>that CA does not modify that provision when they adopted the IBC (and thus
>ACI 318-05 by reference). See chapter 21 of ACI 318. So of this might
have
>changed a hair as I was using my 2002 ACI 318...again too lazy to go find
>the 2005.
>
>Regards,
>
>Scott
>Adrian, MI
>[winmail.dat]

RE: 2010 - ASCE President Elect

Stan,

This is just good old American style politicking at it’s best for who I consider to be the best candidate, feel free to do the same for your favorite candidate.

By the way Moustafa is not my employer, we are colleagues and co-owners at the same firm.

…and I’ll let you know how many posts I make concerning this topic after the election is complete, how’s that?

Thanks.

D. Matthew Stuart, P.E., S.E., F.ASCE, SECB

Senior Project Manager

Structural Department

Associate

Engineers and Consultants - CMX

200 Route 9

Manalapan, NJ 07726

732-577-9000 (Ext. 308)

908-309-8657 (Cell)

732-298-9441 (Fax)

mstuart@CMXEngineering.com

From: Stan Caldwell [mailto:stancaldwell@gmail.com]
Sent: Friday, May 08, 2009 2:08 PM
To: seaint@seaint.org
Subject: Re: 2010 - ASCE President Elect

Matthew:

You have made three posts on behalf of your employer so far this week. The election commences in about five weeks. How many more posts can we anticipate?

Stan

~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

On Fri, May 8, 2009 at 12:38 PM, Stuart, Matthew <mStuart@cmxengineering.com> wrote:

2010 - ASCE President-Elect Election:

ASCE needs to elect a president who can demonstrate a relevant background, proven committee experience and crystal clear vision. ASCE needs to elect a President who demonstrates people skills, a personable attitude, leadership, and enthusiasm. ASCE needs a president who has an inspiring story to tell, and therefore serve as a role model for the next generation.

Moustafa Gouda has over 45 years of national and international experience and over 30 years of service to ASCE both locally and nationally. His experience includes 3 years as a District Director, 2 years as the Society Treasurer and member of the Executive Committee. Moustafa has also chaired many influential committees, and been involved with financial investment audits and programs. Moustafa is interested in putting his experiences and talents at the disposal of ASCE and its members.

Moustafa’s journey within the United States spans over 39 years and serves as an inspiring story to all civil engineers and civil engineering students. Moustafa’s story is a testimony to what opportunities our profession offers to those that are interested in making a career as a civil engineer.

Moustafa was born and educated in Cairo, Egypt and came to the U.S. in January 1970 with only $200 in his pocket, lots of hopes for a better life and dreams for success. By 1975 one of Mousafa’s dreams was fulfilled when he became a US citizen. By 1985, his second dream was fulfilled when he became the owner of a 100 person firm. Today Moustafa is a principal of a national engineering firm of almost 1000 people.

For all of the above reasons I am supporting Moustafa Gouda

D. Matthew Stuart, P.E., S.E., F.ASCE, SECB

Senior Project Manager

Structural Department

Associate

Engineers and Consultants - CMX

200 Route 9

Manalapan, NJ 07726

732-577-9000 (Ext. 308)

908-309-8657 (Cell)

732-298-9441 (Fax)

mstuart@CMXEngineering.com

Re: 2010 - ASCE President Elect

Matthew:

You have made three posts on behalf of your employer so far this week. The election commences in about five weeks. How many more posts can we anticipate?

Stan

~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

On Fri, May 8, 2009 at 12:38 PM, Stuart, Matthew <mStuart@cmxengineering.com> wrote:

2010 - ASCE President-Elect Election:

ASCE needs to elect a president who can demonstrate a relevant background, proven committee experience and crystal clear vision. ASCE needs to elect a President who demonstrates people skills, a personable attitude, leadership, and enthusiasm. ASCE needs a president who has an inspiring story to tell, and therefore serve as a role model for the next generation.

Moustafa Gouda has over 45 years of national and international experience and over 30 years of service to ASCE both locally and nationally. His experience includes 3 years as a District Director, 2 years as the Society Treasurer and member of the Executive Committee. Moustafa has also chaired many influential committees, and been involved with financial investment audits and programs. Moustafa is interested in putting his experiences and talents at the disposal of ASCE and its members.

Moustafa's journey within the United States spans over 39 years and serves as an inspiring story to all civil engineers and civil engineering students. Moustafa's story is a testimony to what opportunities our profession offers to those that are interested in making a career as a civil engineer.

Moustafa was born and educated in Cairo, Egypt and came to the U.S. in January 1970 with only $200 in his pocket, lots of hopes for a better life and dreams for success. By 1975 one of Mousafa's dreams was fulfilled when he became a US citizen. By 1985, his second dream was fulfilled when he became the owner of a 100 person firm. Today Moustafa is a principal of a national engineering firm of almost 1000 people.

For all of the above reasons I am supporting Moustafa Gouda

D. Matthew Stuart, P.E., S.E., F.ASCE, SECB

Senior Project Manager

Structural Department

Associate

Engineers and Consultants - CMX

200 Route 9

Manalapan, NJ 07726

732-577-9000 (Ext. 308)

908-309-8657 (Cell)

732-298-9441 (Fax)

mstuart@CMXEngineering.com

2010 - ASCE President Elect

2010 - ASCE President-Elect Election:

For all of the above reasons I am supporting Moustafa Gouda

D. Matthew Stuart, P.E., S.E., F.ASCE, SECB

Senior Project Manager

Structural Department

Associate

Engineers and Consultants - CMX

200 Route 9

Manalapan, NJ 07726

732-577-9000 (Ext. 308)

908-309-8657 (Cell)

732-298-9441 (Fax)

mstuart@CMXEngineering.com

RE: concrete reinforcing steel

Scott,

Just a correction : Ratio of actual ultimate tensile strength to actual yield strength must be greater than 1.25 (i.e. increased ductility) not less than.

Jared

From: "Scott Maxwell" <smaxwell@umich.edu>
To: <seaint@seaint.org>
Subject: RE: concrete reinforcing steel

This is a multi-part message in MIME format.

------=_NextPart_000_0211_01C9CF81.4DE0F8D0
Content-Type: text/plain;
charset="us-ascii"
Content-Transfer-Encoding: 7bit

ACI 318 has required A706 (aka "weldable" bar) for seismic use for quite a
while. As an alternative, you can use A615 if the ratio of ultimate to
yield is less than 1.25 and as long as the actual yield is not more than 18
ksi higher than specified. I am pretty sure the same provisions were in the
1997 UBC (too lazy to dig it out at the moment to check) and I would assume
that CA does not modify that provision when they adopted the IBC (and thus
ACI 318-05 by reference). See chapter 21 of ACI 318. So of this might have
changed a hair as I was using my 2002 ACI 318...again too lazy to go find
the 2005.

Regards,

Scott
Adrian, MI

RE: wood design programs

Paul, in answer to your questions, WoodWorks Shearwalls automatically calculates wind and seismic loads, and then distributes them based on both rigid and flexible diaphragm assumptions, and designs the Shearwalls based on perforated and segmented construction. The rigid distribution considers torsion effects for both seismic and wind as per ASCE7-05. It doesn’t currently consider extra requirements for code defined “irregular structures”.

It is only a shear wall program and therefore currently does not design the diaphragms. And although you can manually assign relative rigidities to some or all shearlines to accommodate “non -IBC/NDS –shearwall”, there is no direct way to model steel elements.

Robert J. Jonkman, P.Eng.

Manager, Structural Engineering and Sustainable Design

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

Building Green with Wood: www.planetfriendlycanada.com

From: PFFEI@aol.com [mailto:PFFEI@aol.com]
Sent: Thursday, May 07, 2009 6:35 PM
To: seaint@seaint.org
Subject: wood design programs

thanks for your response.

paul franceschi, s.e.

Big savings on Dell's most popular laptops. Now starting at $449!

RE: wood design programs

Woodworks will not do all of the things you want it to do.

The best program that will do exactly what you want it to do?

Microsoft Excel.

T. William (Bill) Allen, S.E.

ALLEN DESIGNS

Consulting Structural Engineers
V (949) 248-8588 • F(949) 209-2509

-----Original Message-----
From: PFFEI@aol.com [mailto:PFFEI@aol.com]
Sent: Thursday, May 07, 2009 3:35 PM
To: seaint@seaint.org
Subject: wood design programs

thanks for your response.

paul franceschi, s.e.

Big savings on Dell's most popular laptops. Now starting at $449!

IBC 06 ASD Load Combinations

For the structure that I am working on, I am finding that the IBC 06 ASD Basic combinations yield larger “lateral” foundations to resist seismic, and the Alternate combinations yield larger “gravity only” foundations to resist the D + L + S combination.

Does the code prohibit, or is there anything wrong with designing the building’s isolated footings only for IBC 06 ASD “Basic” load combinations which include Gravity and Wind (Equations 16-8 to 16-14 with W), and only the “Alternate” load combinations which include seismic (Equations 16-20 and 16-21)?

This will achieve the least size footings, but at a factor of safety under seismic that appears to meet code but is less than what would be achieved if all the Basic combinations (including Equation 16-15) were used for design.

Looking for opinions … thanks,

John Gares

A. W. Lookup Corp.

Re: Dallas Cowboys Roof Collapse

Gary:

Here is the latest newspaper article:

http://www.dallasnews.com/sharedcontent/dws/dn/latestnews/stories/050809dnmetcowboyscollapse.4057b52.html

Regards,

Stan

~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

On Fri, May 8, 2009 at 6:39 AM, Gary L. Hodgson and Assoc. <design@hodgsoneng.ca> wrote:

Stan
Thanks. But when I read the article I got the impression the design was done in Texas by a company owned by a Canadian company. But maybe all that is irrelevant as the authorities don't seem to know what happened, unless I missed something.

As an aside, I just read recently where Canada (population 33 million) is the 4th largest exporter of engineering in the world.
Gary

Stan Caldwell wrote:

Gary:
I certainly did not intend to criticize anyone, much less condemn them. I was merely responding to Bill Allen's question about design in Texas ... and my statement was factual.
Stan Caldwell

On Thu, May 7, 2009 at 7:10 AM, Gary L. Hodgson and Assoc. <design@hodgsoneng.ca <mailto:design@hodgsoneng.ca>> wrote:

Talk about a blanket condemnation.
Gary

Stan Caldwell wrote:

Bill:
This project was apparently designed in Canada ...
http://www.dallasnews.com/sharedcontent/dws/dn/latestnews/stories/050609dnprobubblefolo.392c513.html
Regards,
Stan R. Caldwell, P.E., SECB, F.ASCE
Richardson, Texas
~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
What I want to know is this: Doesn't anyone design for wind
in Texas?

One little poof of wind, and an entire structure comes down?

T. William (Bill) Allen, S.E.

ALLEN DESIGNS <http://www.allendesigns.com/>

Consulting Structural Engineers
V (949) 248-8588 • F(949) 209-2509

******* ****** ******* ******** ******* ******* ******* ***
* Read list FAQ at: http://www.seaint.org/list_FAQ.asp
* * This email was sent to you via Structural Engineers * Association of Southern California (SEAOSC) server. To * subscribe (no fee) or UnSubscribe, please go to:
*
* http://www.seaint.org/sealist1.asp
*
* Questions to seaint-ad@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: concrete reinforcing steel

David,

I use the term weldable because we can frequently buy weldable metallurgy (A 706 chemistry) that does not have the W on the bars, because the mill did not roll it on. We call out A 706, and the bars are usually, but not always, labeled according to ASTM A 706.

HTH,

Jim

Re: Dallas Cowboys Roof Collapse

Stan
Thanks. But when I read the article I got the impression the design was
done in Texas by a company owned by a Canadian company. But maybe all
that is irrelevant as the authorities don't seem to know what happened,
unless I missed something.

As an aside, I just read recently where Canada (population 33 million)
is the 4th largest exporter of engineering in the world.
Gary

Stan Caldwell wrote:
> Gary:
>
> I certainly did not intend to criticize anyone, much less condemn
> them. I was merely responding to Bill Allen's question about design
> in Texas ... and my statement was factual.
>
> Stan Caldwell
>
> On Thu, May 7, 2009 at 7:10 AM, Gary L. Hodgson and Assoc.
> <design@hodgsoneng.ca <mailto:design@hodgsoneng.ca>> wrote:
>
> Talk about a blanket condemnation.
> Gary
>
> Stan Caldwell wrote:
>
> Bill:
> This project was apparently designed in Canada ...
> http://www.dallasnews.com/sharedcontent/dws/dn/latestnews/stories/050609dnprobubblefolo.392c513.html
> Regards,
> Stan R. Caldwell, P.E., SECB, F.ASCE
> Richardson, Texas
> ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
> What I want to know is this: Doesn't anyone design for wind
> in Texas?
>
> One little poof of wind, and an entire structure comes down?
>
> T. William (Bill) Allen, S.E.
>
> ALLEN DESIGNS <http://www.allendesigns.com/>
>
> Consulting Structural Engineers
> V (949) 248-8588 • F(949) 209-2509
>

Thursday, May 7, 2009

RE: concrete reinforcing steel

ACI 318 has required A706 (aka "weldable" bar) for seismic use for quite a while. As an alternative, you can use A615 if the ratio of ultimate to yield is less than 1.25 and as long as the actual yield is not more than 18 ksi higher than specified. I am pretty sure the same provisions were in the 1997 UBC (too lazy to dig it out at the moment to check) and I would assume that CA does not modify that provision when they adopted the IBC (and thus ACI 318-05 by reference). See chapter 21 of ACI 318. So of this might have changed a hair as I was using my 2002 ACI 318...again too lazy to go find the 2005.

Regards,

Scott

Adrian, MI

From: Jim Getaz [mailto:jgetaz@shockeyprecast.com]
Sent: Thursday, May 07, 2009 8:49 AM
To: seaint@seaint.org
Subject: Re: concrete reinforcing steel

David,

We have been getting 60 ksi bars of all diameters for the same price as 40 ksi for maybe as long as 20 years. Our suppliers tell us the only reason they still differentiate between Gr 60 regular and Gr 60 weldable is that they can demand a higher price for the weldable. But the bars may be from the same heat. That is, most of the rebar here today is Gr 60 weldable.

I would hope that the extra ductility of weldable bar would be available in California where it could do some good resisting an earthquake, not just here.

Jim Getaz

Winchester, Virginia

wood design programs-Multi-Lat

Hi Paul:

You may want to look at Multi-Lat by list contributor Dennis Wish.

I used the 1997 UBC version, and it was outstanding. I have not worked with his new version for the IBC, but I’m sure it will be unique as well.

Let me know.

Respectfully,

IDS Group, Inc.

Bob Freeman, Architect, EIT.

(949) 387-8500

From: PFFEI@aol.com [mailto:PFFEI@aol.com]
Sent: Thursday, May 07, 2009 3:35 PM
To: seaint@seaint.org
Subject: wood design programs

thanks for your response.

paul franceschi, s.e.

Big savings on Dell's most popular laptops. Now starting at $449!

wood design programs

thanks for your response.

paul franceschi, s.e.

Big savings on Dell's most popular laptops. Now starting at $449!

ASCE-7-05 Table 6-1

List:

Appreciate all the responses received, I came to an agreement that Table 6-1 (category I) seems fudged but rational and requires good engineering judgment if using the value.

I’m privileged and honored being in these circle of elite group of engineers.

Thank you all for keeping me in the loop,.

Julius

Engr. Julius Micayas

P.E. license no.32969

Project Manager/Sr Lead Structural Engineer

River Consulting LLC.

#5 Sanctuary Blvd., Suite 101

Mandeville, Louisiana 70471

Phone - 985-624-1314 (direct)

985 624-1300 (office)

Fax - 985-624-1399

E-mail: jmicayas@riverconsulting.com

W-page: www.riverconsulting.com and www.kindermorgan.com

Re: Dallas Cowboys Roof Collapse

ha ha ha ha!!!! Wait- I have Romo on my FFL team. "HOW 'BOUT THEM COWBOYS?!?!?"

On Thu, May 7, 2009 at 2:04 PM, Bill Allen <t.w.allen@cox.net> wrote:

Only if the Cowboys win a Superbowl.

T. William (Bill) Allen, S.E.
Or can Jerry Jones do whatever he wants in Irving? (that was rhetorical).

-gm

David Topete, SE

RE: Dallas Cowboys Roof Collapse

Only if the Cowboys win a Superbowl.

T. William (Bill) Allen, S.E.

ALLEN DESIGNS

Consulting Structural Engineers
V (949) 248-8588 • F(949) 209-2509

Or can Jerry Jones do whatever he wants in Irving? (that was rhetorical).

-gm

Re: Dallas Cowboys Roof Collapse

Seems like the code enforcement agency (if there was one) would be liable for not doing their job in ensuring the contract documents were submitted with appropriate stamps and signatures. There is still no official state building code or plan checking in Texas, correct?

Wouldn't a structure of this require Architectural drawings, a site plan, civil etc... for permitting? Can't they track down who was designing what from the architect?

Or can Jerry Jones do whatever he wants in Irving? (that was rhetorical).

-gm

On Thu, May 7, 2009 at 1:33 PM, <Jnapd@aol.com> wrote:

We have found that same problem with Metal buildings where we are designing the foundation. The client buys from A who sells products of B, C and D. The client assumes A is the designer and fabricator and finds out latter he is the middle man for profit only and is usually clueless about structures in general.

Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA

In a message dated 5/7/2009 12:51:05 P.M. Pacific Daylight Time, ad026@hwcn.org writes:

According to the report, nobody, anywhere, designed the building or the
structure. According to Summit's web site, SUMMIT (Pennsylvania) designs the
large structures and COVER-ALL (Saskatchewan) fabricates them.

It is impossible to tell who was actually responsible for the structure
design if none of the available documentation actually has an engineer's
seal. The other missing link is the person responsible for the building
design. The reporter is headed in the right direction but may not be aware
that they are actually looking for multiple people.

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

> Subject: Dallas Cowboys Roof Collapse
> From: Stan Caldwell <stancaldwell@gmail.com>
> To: SEAINT Listserv <seaint@seaint.org>
>
> --001485f040a487c27204693df786
> Content-Type: text/plain; charset=windows-1252
> Content-Transfer-Encoding: quoted-printable
>
> Bill:
>
> This project was apparently designed in Canada ...
>
> http://www.dallasnews.com/sharedcontent/dws/dn/latestnews/stories/050609dnp=
> robubblefolo.392c513.html
>
> Regards,
>
> Stan R. Caldwell, P.E., SECB, F.ASCE
> Richardson, Texas
>
> ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
>
> What I want to know is this: Doesn't anyone design for wind in Texas?
>
> One little poof of wind, and an entire structure comes down?
>
> T. William (Bill) Allen, S.E.
>
> ALLEN DESIGNS <http://www.allendesigns.com/>
>
> Consulting Structural Engineers
> V (949) 248-8588 =95 F(949) 209-2509

******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
*
*   This email was sent to you via Structural Engineers
*   Association of Southern California (SEAOSC) server. To
*   subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
*   Questions to seaint-ad@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
******* ****** ****** ****** ******* ****** ****** ********

Big savings on Dell's most popular laptops. Now starting at $449!

Re: Dallas Cowboys Roof Collapse

We have found that same problem with Metal buildings where we are designing the foundation. The client buys from A who sells products of B, C and D. The client assumes A is the designer and fabricator and finds out latter he is the middle man for profit only and is usually clueless about structures in general.

Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA

In a message dated 5/7/2009 12:51:05 P.M. Pacific Daylight Time, ad026@hwcn.org writes:

According to the report, nobody, anywhere, designed the building or the
structure. According to Summit's web site, SUMMIT (Pennsylvania) designs the
large structures and COVER-ALL (Saskatchewan) fabricates them.

It is impossible to tell who was actually responsible for the structure
design if none of the available documentation actually has an engineer's
seal. The other missing link is the person responsible for the building
design. The reporter is headed in the right direction but may not be aware
that they are actually looking for multiple people.

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

> Subject: Dallas Cowboys Roof Collapse
> From: Stan Caldwell <stancaldwell@gmail.com>
> To: SEAINT Listserv <seaint@seaint.org>
>
> --001485f040a487c27204693df786
> Content-Type: text/plain; charset=windows-1252
> Content-Transfer-Encoding: quoted-printable
>
> Bill:
>
> This project was apparently designed in Canada ...
>
> http://www.dallasnews.com/sharedcontent/dws/dn/latestnews/stories/050609dnp=
> robubblefolo.392c513.html
>
> Regards,
>
> Stan R. Caldwell, P.E., SECB, F.ASCE
> Richardson, Texas
>
> ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
>
> What I want to know is this: Doesn't anyone design for wind in Texas?
>
> One little poof of wind, and an entire structure comes down?
>
> T. William (Bill) Allen, S.E.
>
> ALLEN DESIGNS <http://www.allendesigns.com/>
>
> Consulting Structural Engineers
> V (949) 248-8588 =95 F(949) 209-2509

******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
*
*   This email was sent to you via Structural Engineers
*   Association of Southern California (SEAOSC) server. To
*   subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
*   Questions to seaint-ad@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
******* ****** ****** ****** ******* ****** ****** ********

Big savings on Dell's most popular laptops. Now starting at $449!

Re: concrete reinforcing steel

Harold

This year we have had 4 contractors asking and trying to bend stirrups at job sites in order to save pennies and fore thought of ordering them from the supplier. It is hard to keep a straight face when the contractor complaines to the client that the rebar will not fit in the footing......I had never seen 6" radiuses on #3 stirrups before.

Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA

In a message dated 5/7/2009 12:44:19 A.M. Pacific Daylight Time, spraguehope@hotmail.com writes:

David,
For many years it was assumed that 60 grade rebar was too brittle to be bent into ties and stirrups. Devices for bending in the old days for ties and stirrups was done with manual methods. Thus many practitioners used 40 grade steel for ties and stirrups, but would specify 60 grade bar for flexural or compression rebar. There was another time period that practioners would specify 60 grade bendable. Today most rebar in all applications is 60 grade. And all the fabricators use hydraulic presses for bending bar.

This was back in the old "working stress" days and the "ultimate strength" era was dawning. Man walked upright a couple weeks later.

Companies such as TAMCO (in California) today manufacture rebar in 40, 60, and 75 grade. Walk tall, use 60 grade for all.

Regards, Harold Sprague

Date: Wed, 6 May 2009 16:11:35 -0700
Subject: concrete reinforcing steel
From: d.topete73@gmail.com
To: seaint@seaint.org

For as long as I can remember, #3 and #4 deformed bars were typically grade 40, while #5 bars and larger were grade 60. Is that still the case? or is this something local like here in the SF bay area?

--
David Topete, SE

Insert movie times and more without leaving Hotmail®. See how. =

Big savings on Dell's most popular laptops. Now starting at $449!