Saturday, October 11, 2008

Re: Bad Codes

On Oct 11, 2008, at 7:40 AM, Gary L. Hodgson and Assoc. wrote:

> I'm 69, but my wife won't let me retire. Besides I like
> engineering (the easier stuff anyway) but all the red tape is a
> pain in the butt.
Same here--I'm still working but I'm getting progressively choosier.
Old clients come first, but if the work isn't interesting I pass. Of
course now that the invisible hand of the market has its invisible
fist up my åss (without so much as a promise to respect me in the
morning) maybe my interest will broaden.

Christopher Wright P.E. |"They couldn't hit an elephant at
chrisw@skypoint.com | this distance" (last words of Gen.
.......................................| John Sedgwick, Spotsylvania
1864)
http://www.skypoint.com/members/chrisw/

******* ****** ******* ******** ******* ******* ******* ***
* 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: Bad Codes

Bob,
I'm 69, but my wife won't let me retire. Besides I like engineering
(the easier stuff anyway) but all the red tape is a pain in the butt.
Gary

Garner, Robert wrote:
> Retirement? Like most old engineers, I can't wait to retire. Then I
> can work all the time. Luckily, I like my work so the necessity of
> working forever is O.K. with me.
>
> I agree that the code establishment system is far from perfect - in this
> country and others. As you see, I receive criticism for not being part
> of the solution and I accept that. But I've preferred to spend my
> career trying to perfect the engineering-construction end of our
> spectrum. Codes I have left to others. The engineering-construction
> endeavor is not perfect either, but I will go down in flames before I
> accept any less than maximum effort. I started out in construction with
> a contractor that fired people on the spot for minor mistakes (minor but
> they cost the contractor $$). I've carried this attitude ever since.
>
> So, off the philosophy, and Happy Friday. I think we all earned this
> one.
>
>
> Bob Garner
>
> -----Original Message-----
> From: Gary L. Hodgson and Assoc. [mailto:design@hodgsoneng.ca]
> Sent: Friday, October 10, 2008 5:03 AM
> To: seaint@seaint.org
> Subject: Re: Bad Codes
>
> What is this thing you call retirement?
>
> I'm afraid you can be as demanding as you want but it won't do you any
> good and I'm not knocking the people who write the codes. Having served
>
> on a committee to write a new Canadian standard for EOT cranes, I
> learned there is more to the process than writing the technical stuff,
> at least here. It then goes to the Can Standards Assoc who ensure that
> the document conforms to their numbering and heading system, and that
> the English grammar, spelling and syntax are correct. Some of this will
>
> have been done along the way, but when the final draft is approved, we
> don't see it again. Then it goes to the printer who has to type-set it
> or whatever they do these days and again this is where errors can creep
> in. I have been told (so pls correct me if I am wrong) that many of the
>
> American codes or standards go thru this vetting process in house so
> that they don't have the equivalent CSA vetting.
> The type-setters, or whoever, have a problem with many of the formulas
> and then many of the printing companies that used to do this work have
> disappeared as technology made them redundant or behind the times. Most
> of this is anecdotal but came from a reliable source who has had to get
> a standard published.
> And this leads me to a little anecdote. The class of 1984 of the Royal
> Military College(my school) wanted to get commemorative pewter beer mugs
>
> made for their graduation. The college motto is "Truth, Duty, Valour"
> and and this was to be printed on the mugs along with the college coat
> of arms. The low bidder was out of Michigan and the graphic was sent to
>
> the firm for production.
> Approximately 200 mugs arrived with "Truth, Duty, Valor" which the
> company had to replace free of charge.
> Gary
>
> Garner, Robert wrote:
>
>> I am pleased to reply that following my complaint to ICC, from whom I
>> purchased ACI 318-08, I have been contacted directly by ACI, who has
>> agreed to send me a complimentary copy of the second edition. I wish
>> to publicly thank ACI for this service. This represents what I expect
>>
>
>
>> and appreciate from our code societies.
>>
>>
>>
>> I do, however, remain intolerant of errata and I recommend that our
>> professional societies, SEA, SEAOC, etc. take the position that codes
>> are incredibly important and must be treated as documents that must
>> not contain errors. I acknowledge human imperfection but I accept no
>> less than maximum effort. Of myself, and of those calling themselves
>> professionals.
>>
>>
>>
>> I'm nearing retirement, and I'm definitely at the age of codgerhood.
>> I may consider assisting in code writing efforts, but I would be
>> demanding as hell!
>>
>>
>>
>>
>>
>> Thank you for listening.
>>
>>
>>
>> Robert Garner, S.E.
>>
>>
>>
>>
>>
> ------------------------------------------------------------------------
>
>> *From:* Garner, Robert [mailto:rgarner@moffattnichol.com]
>> *Sent:* Thursday, October 02, 2008 7:35 AM
>> *To:* seaint@seaint.org
>> *Subject:* Bad Codes
>>
>>
>>
>> I just purchased the ACI 318-08 Concrete Code. My wife called me at
>> work and said I had a package waiting for me. I love getting
>> packages. I knew it was the new Concrete Code because I had just
>> ordered it. So I looked forward to coming home to break into that
>> book and see the progress our "cement buddies" had in making the Code
>> a much improved document, especially our own dear Appendix D, which
>> has succeeded in creating a whole new structural discipline of
>> engineers that specialize exclusively in the design of CONCRETE
>> ANCHORS (caps mine to honor a subject that ACI has seen fit to make as
>>
>
>
>> sophisticated as the wind provisions of ASCE.) What was the first
>> thing I found in the package? Placed on top of the Code book so that
>> it stood out proudly as if claiming, "Look at me! I am very
>> Important!" Yep, Code Errata! A brand new code that isn't even
>> accepted by code bodies and hasn't even been purchased by most
>> practicing engineers, and there are four pages of ERRORS, whoops,
>> excuse me, Errata. Can't anybody get a code book published without
>> errors? Errata? B.S., these are errors. I don't care if they are
>> the publishers' proof reader's errors or just stupidity in writing
>> these books. When I do structural calculations, I don't do this kind
>> of careless work. I submit my calcs to the City then I routinely
>> follow up with errata? I don't think so. Everyone makes mistakes but
>>
>
>
>> the codes make them routinely and treat them as if they are just
>> another facet of the code.
>>
>>
>>
>> As a Structural Engineer licensed in the four western states, I find
>> the constant necessity of correcting codes with constant errata
>> totally unacceptable.
>>
>>
>>
>>
>>
>> Robert Garner, S.E.
>>
>>
>>
>> R. Garner
>>
>> Moffatt & Nichol
>>
>> Tel.: (619) 220-6050
>>
>> Fax.: (619) 220-6055
>>
>> e-mail: rgarner@moffattnichol.com <mailto:rgarner@moffattnichol.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
> ******* ****** ****** ****** ******* ****** ****** ********
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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
******* ****** ****** ****** ******* ****** ****** ********

Friday, October 10, 2008

RE: Wall framing with I-Joists

They are using the lateral capacites of the plaster - Arkin- Tilt Architects uses what they call PISE - a soil cement applied with gunite equipment in a 2-3" thickness with 14 gauge wire mesh reinforcement.  others use the cement -lime plaster skins (stucco)-  there is full scale testing data available to validate allowable loads

 

Tim Rudolph

Bishop CA

 

Tim- this is interesting. How do they obtain lateral resistance- with plywood on portions of the walls?

I have built a two story straw bale house in Fallbrook for my own use, but I started with a steel building frame and diagonal bracing for lateral loads.

Stan Scholl PE

Laguna Beach, CA

Stainless Steel Wire Hangers for indoor pool

Hi,
 
A friend of mine asked me for the information on stainless steel wires commonly used to hang reflected ceilings (lightweight almost 1 psf). He is aware of the possible corrosion problems (SCC and cold forming damages) and the common preferred alloys but someone has suggested the use of Techalloy 625 (low iron) weld wires (AWS A5.14 ERNICrMo-3) to hang the ceiling. The wire is 16 gage (0.06" or 1.5 mm Diameter) and will wrap around the main runner as you would see in a normal T-Bar ceiling.
His question is specifically about the common SS wires used in indoor pools and if the Techalloy 625 has been used before in this capacity but I would appreciate any and all comments.
 
Thanks,
Reza Dashti P.Eng
Vancouver,BC 


Use Windows Live Messenger to send messages to your buddies on their mobile phones Find out more on our PC to Mobile website

RE: Wall framing with I-Joists

Tim- this is interesting. How do they obtain lateral resistance- with plywood on portions of the walls?

I have built a two story straw bale house in Fallbrook for my own use, but I started with a steel building frame and diagonal bracing for lateral loads.

Stan Scholl PE

Laguna Beach, CA

RE: Bad Codes

Scott,

In reality, you and I agree on the same things. I just developed into a
little bit of a harda$$. Sorry.

Bob Garner

-----Original Message-----
From: Scott Maxwell [mailto:smaxwell@umich.edu]
Sent: Friday, October 10, 2008 11:36 AM
To: seaint@seaint.org
Subject: RE: Bad Codes

I am curious, did the contractor fire himself (or herself) if he (or
she)
made "minor mistakes"? Or was it a case of "I get to apply a different
standard to myself because I am 'king'"?

My point is that I don't blame anyone for hoping that codes or
construction
documents or actual construction processes to be as clean and "perfect"
as
possible. Would I like to see codes with no errors, errata, etc? You
bet.
But, I also smart enough to realize that it is an impossible wish.
Codes
(and contract documents) are prepared by human beings and I have yet to
encounter a perfect human being that does not make mistakes. What
bothered
me with this whole discussion was the arrogance to suggest that code
should
be perfect when I doubt ANYONE making those demands is always putting
out
pefect documents themselves. And the suggestion that people involved
with
the code development process do something other than a "maximum effort"
is
frankly nothing short of slander, especially consider there is not a
shread
of proof suggesting something other than maximum effort other than pure
speculation. While I have largely only participated in code committees
as a
guest, staff, or associate (i.e. non-voting member), I have NEVER seen
ANY
committee deliberately decide to go "half ass" for a code cycle. I am
not
aware of any decision of ACI 318 to only put in a 70% effort this past
code
cycle...and to suggest some to that effect is just plain insulting to
those
who have chosen to dedicate their time to serving the profession on that
(and other) committees.

So, it is fine to be critical and hope for, if not expect, better. But,
I
would suggest that you don't slander their efforts and keep in mind that
if
you cannot meet the same standard that you expect of them, then maybe it
is
better to offer more realistic standards.

Regards,

Scott
Adrian, MI

-----Original Message-----
From: Garner, Robert [mailto:rgarner@moffattnichol.com]
Sent: Friday, October 10, 2008 10:12 AM
To: seaint@seaint.org
Subject: RE: Bad Codes


Retirement? Like most old engineers, I can't wait to retire. Then I
can
work all the time. Luckily, I like my work so the necessity of working
forever is O.K. with me.

I agree that the code establishment system is far from perfect - in this
country and others. As you see, I receive criticism for not being part
of
the solution and I accept that. But I've preferred to spend my career
trying to perfect the engineering-construction end of our spectrum.
Codes I
have left to others. The engineering-construction endeavor is not
perfect
either, but I will go down in flames before I accept any less than
maximum
effort. I started out in construction with a contractor that fired
people
on the spot for minor mistakes (minor but they cost the contractor $$).
I've carried this attitude ever since.

So, off the philosophy, and Happy Friday. I think we all earned this
one.


Bob Garner

-----Original Message-----
From: Gary L. Hodgson and Assoc. [mailto:design@hodgsoneng.ca]
Sent: Friday, October 10, 2008 5:03 AM
To: seaint@seaint.org
Subject: Re: Bad Codes

What is this thing you call retirement?

I'm afraid you can be as demanding as you want but it won't do you any
good and I'm not knocking the people who write the codes. Having served

on a committee to write a new Canadian standard for EOT cranes, I
learned there is more to the process than writing the technical stuff,
at least here. It then goes to the Can Standards Assoc who ensure that
the document conforms to their numbering and heading system, and that
the English grammar, spelling and syntax are correct. Some of this will

have been done along the way, but when the final draft is approved, we
don't see it again. Then it goes to the printer who has to type-set it
or whatever they do these days and again this is where errors can creep
in. I have been told (so pls correct me if I am wrong) that many of the

American codes or standards go thru this vetting process in house so
that they don't have the equivalent CSA vetting.
The type-setters, or whoever, have a problem with many of the formulas
and then many of the printing companies that used to do this work have
disappeared as technology made them redundant or behind the times. Most
of this is anecdotal but came from a reliable source who has had to get
a standard published.
And this leads me to a little anecdote. The class of 1984 of the Royal
Military College(my school) wanted to get commemorative pewter beer mugs

made for their graduation. The college motto is "Truth, Duty, Valour"
and and this was to be printed on the mugs along with the college coat
of arms. The low bidder was out of Michigan and the graphic was sent to

the firm for production.
Approximately 200 mugs arrived with "Truth, Duty, Valor" which the
company had to replace free of charge.
Gary

Garner, Robert wrote:
>
> I am pleased to reply that following my complaint to ICC, from whom I
> purchased ACI 318-08, I have been contacted directly by ACI, who has
> agreed to send me a complimentary copy of the second edition. I wish
> to publicly thank ACI for this service. This represents what I expect

> and appreciate from our code societies.
>
>
>
> I do, however, remain intolerant of errata and I recommend that our
> professional societies, SEA, SEAOC, etc. take the position that codes
> are incredibly important and must be treated as documents that must
> not contain errors. I acknowledge human imperfection but I accept no
> less than maximum effort. Of myself, and of those calling themselves
> professionals.
>
>
>
> I'm nearing retirement, and I'm definitely at the age of codgerhood.
> I may consider assisting in code writing efforts, but I would be
> demanding as hell!
>
>
>
>
>
> Thank you for listening.
>
>
>
> Robert Garner, S.E.
>
>
>
>
------------------------------------------------------------------------
>
> *From:* Garner, Robert [mailto:rgarner@moffattnichol.com]
> *Sent:* Thursday, October 02, 2008 7:35 AM
> *To:* seaint@seaint.org
> *Subject:* Bad Codes
>
>
>
> I just purchased the ACI 318-08 Concrete Code. My wife called me at
> work and said I had a package waiting for me. I love getting
> packages. I knew it was the new Concrete Code because I had just
> ordered it. So I looked forward to coming home to break into that
> book and see the progress our "cement buddies" had in making the Code
> a much improved document, especially our own dear Appendix D, which
> has succeeded in creating a whole new structural discipline of
> engineers that specialize exclusively in the design of CONCRETE
> ANCHORS (caps mine to honor a subject that ACI has seen fit to make as

> sophisticated as the wind provisions of ASCE.) What was the first
> thing I found in the package? Placed on top of the Code book so that
> it stood out proudly as if claiming, "Look at me! I am very
> Important!" Yep, Code Errata! A brand new code that isn't even
> accepted by code bodies and hasn't even been purchased by most
> practicing engineers, and there are four pages of ERRORS, whoops,
> excuse me, Errata. Can't anybody get a code book published without
> errors? Errata? B.S., these are errors. I don't care if they are
> the publishers' proof reader's errors or just stupidity in writing
> these books. When I do structural calculations, I don't do this kind
> of careless work. I submit my calcs to the City then I routinely
> follow up with errata? I don't think so. Everyone makes mistakes but

> the codes make them routinely and treat them as if they are just
> another facet of the code.
>
>
>
> As a Structural Engineer licensed in the four western states, I find
> the constant necessity of correcting codes with constant errata
> totally unacceptable.
>
>
>
>
>
> Robert Garner, S.E.
>
>
>
> R. Garner
>
> Moffatt & Nichol
>
> Tel.: (619) 220-6050
>
> Fax.: (619) 220-6055
>
> e-mail: rgarner@moffattnichol.com <mailto:rgarner@moffattnichol.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
******* ****** ****** ****** ******* ****** ****** ********

******* ****** ******* ******** ******* ******* ******* ***
* 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: Bad Codes

I am curious, did the contractor fire himself (or herself) if he (or she)
made "minor mistakes"? Or was it a case of "I get to apply a different
standard to myself because I am 'king'"?

My point is that I don't blame anyone for hoping that codes or construction
documents or actual construction processes to be as clean and "perfect" as
possible. Would I like to see codes with no errors, errata, etc? You bet.
But, I also smart enough to realize that it is an impossible wish. Codes
(and contract documents) are prepared by human beings and I have yet to
encounter a perfect human being that does not make mistakes. What bothered
me with this whole discussion was the arrogance to suggest that code should
be perfect when I doubt ANYONE making those demands is always putting out
pefect documents themselves. And the suggestion that people involved with
the code development process do something other than a "maximum effort" is
frankly nothing short of slander, especially consider there is not a shread
of proof suggesting something other than maximum effort other than pure
speculation. While I have largely only participated in code committees as a
guest, staff, or associate (i.e. non-voting member), I have NEVER seen ANY
committee deliberately decide to go "half ass" for a code cycle. I am not
aware of any decision of ACI 318 to only put in a 70% effort this past code
cycle...and to suggest some to that effect is just plain insulting to those
who have chosen to dedicate their time to serving the profession on that
(and other) committees.

So, it is fine to be critical and hope for, if not expect, better. But, I
would suggest that you don't slander their efforts and keep in mind that if
you cannot meet the same standard that you expect of them, then maybe it is
better to offer more realistic standards.

Regards,

Scott
Adrian, MI

-----Original Message-----
From: Garner, Robert [mailto:rgarner@moffattnichol.com]
Sent: Friday, October 10, 2008 10:12 AM
To: seaint@seaint.org
Subject: RE: Bad Codes


Retirement? Like most old engineers, I can't wait to retire. Then I can
work all the time. Luckily, I like my work so the necessity of working
forever is O.K. with me.

I agree that the code establishment system is far from perfect - in this
country and others. As you see, I receive criticism for not being part of
the solution and I accept that. But I've preferred to spend my career
trying to perfect the engineering-construction end of our spectrum. Codes I
have left to others. The engineering-construction endeavor is not perfect
either, but I will go down in flames before I accept any less than maximum
effort. I started out in construction with a contractor that fired people
on the spot for minor mistakes (minor but they cost the contractor $$).
I've carried this attitude ever since.

So, off the philosophy, and Happy Friday. I think we all earned this one.


Bob Garner

-----Original Message-----
From: Gary L. Hodgson and Assoc. [mailto:design@hodgsoneng.ca]
Sent: Friday, October 10, 2008 5:03 AM
To: seaint@seaint.org
Subject: Re: Bad Codes

What is this thing you call retirement?

I'm afraid you can be as demanding as you want but it won't do you any
good and I'm not knocking the people who write the codes. Having served

on a committee to write a new Canadian standard for EOT cranes, I
learned there is more to the process than writing the technical stuff,
at least here. It then goes to the Can Standards Assoc who ensure that
the document conforms to their numbering and heading system, and that
the English grammar, spelling and syntax are correct. Some of this will

have been done along the way, but when the final draft is approved, we
don't see it again. Then it goes to the printer who has to type-set it
or whatever they do these days and again this is where errors can creep
in. I have been told (so pls correct me if I am wrong) that many of the

American codes or standards go thru this vetting process in house so
that they don't have the equivalent CSA vetting.
The type-setters, or whoever, have a problem with many of the formulas
and then many of the printing companies that used to do this work have
disappeared as technology made them redundant or behind the times. Most
of this is anecdotal but came from a reliable source who has had to get
a standard published.
And this leads me to a little anecdote. The class of 1984 of the Royal
Military College(my school) wanted to get commemorative pewter beer mugs

made for their graduation. The college motto is "Truth, Duty, Valour"
and and this was to be printed on the mugs along with the college coat
of arms. The low bidder was out of Michigan and the graphic was sent to

the firm for production.
Approximately 200 mugs arrived with "Truth, Duty, Valor" which the
company had to replace free of charge.
Gary

Garner, Robert wrote:
>
> I am pleased to reply that following my complaint to ICC, from whom I
> purchased ACI 318-08, I have been contacted directly by ACI, who has
> agreed to send me a complimentary copy of the second edition. I wish
> to publicly thank ACI for this service. This represents what I expect

> and appreciate from our code societies.
>
>
>
> I do, however, remain intolerant of errata and I recommend that our
> professional societies, SEA, SEAOC, etc. take the position that codes
> are incredibly important and must be treated as documents that must
> not contain errors. I acknowledge human imperfection but I accept no
> less than maximum effort. Of myself, and of those calling themselves
> professionals.
>
>
>
> I'm nearing retirement, and I'm definitely at the age of codgerhood.
> I may consider assisting in code writing efforts, but I would be
> demanding as hell!
>
>
>
>
>
> Thank you for listening.
>
>
>
> Robert Garner, S.E.
>
>
>
>
------------------------------------------------------------------------
>
> *From:* Garner, Robert [mailto:rgarner@moffattnichol.com]
> *Sent:* Thursday, October 02, 2008 7:35 AM
> *To:* seaint@seaint.org
> *Subject:* Bad Codes
>
>
>
> I just purchased the ACI 318-08 Concrete Code. My wife called me at
> work and said I had a package waiting for me. I love getting
> packages. I knew it was the new Concrete Code because I had just
> ordered it. So I looked forward to coming home to break into that
> book and see the progress our "cement buddies" had in making the Code
> a much improved document, especially our own dear Appendix D, which
> has succeeded in creating a whole new structural discipline of
> engineers that specialize exclusively in the design of CONCRETE
> ANCHORS (caps mine to honor a subject that ACI has seen fit to make as

> sophisticated as the wind provisions of ASCE.) What was the first
> thing I found in the package? Placed on top of the Code book so that
> it stood out proudly as if claiming, "Look at me! I am very
> Important!" Yep, Code Errata! A brand new code that isn't even
> accepted by code bodies and hasn't even been purchased by most
> practicing engineers, and there are four pages of ERRORS, whoops,
> excuse me, Errata. Can't anybody get a code book published without
> errors? Errata? B.S., these are errors. I don't care if they are
> the publishers' proof reader's errors or just stupidity in writing
> these books. When I do structural calculations, I don't do this kind
> of careless work. I submit my calcs to the City then I routinely
> follow up with errata? I don't think so. Everyone makes mistakes but

> the codes make them routinely and treat them as if they are just
> another facet of the code.
>
>
>
> As a Structural Engineer licensed in the four western states, I find
> the constant necessity of correcting codes with constant errata
> totally unacceptable.
>
>
>
>
>
> Robert Garner, S.E.
>
>
>
> R. Garner
>
> Moffatt & Nichol
>
> Tel.: (619) 220-6050
>
> Fax.: (619) 220-6055
>
> e-mail: rgarner@moffattnichol.com <mailto:rgarner@moffattnichol.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
******* ****** ****** ****** ******* ****** ****** ********

******* ****** ******* ******** ******* ******* ******* ***
* 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: Wall framing with I-Joists

Hi,

Some engineers in the bay area have used I-joist as vertial members in post
and beam strawbale buildings. they stack the bales vertically between the
I-joist (no running bond) I they count on the lateral support provided by
the strawbales and plaster skins to prevent buckling. this allows them to
stack the bales on edge- strings facing in and outside of the building for a
14-15" thick bale section instead of 24"wide.
so if you want straw for insulation in the walls -- it has been done

Tim Rudolph PE
Bishop,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: Bad Codes

On Oct 10, 2008, at 9:09 AM, Dave Adams wrote:

> To add a little perspective ... didn't NASA scientists make a
> billion dollar mistake for a Mars project by neglecting to convert
> units (or is that story apocryphal)?
It's not apocryphal, but my understanding is that the problem was a
clash between a system which output data in one set of units and
another expecting data in the other set. It's a quibble, but it was
really a systems engineering oversight--both systems worked as
advertised, but apparently they weren't tested against each other.

Christopher Wright P.E. |"They couldn't hit an elephant at
chrisw@skypoint.com | this distance" (last words of Gen.
.......................................| John Sedgwick, Spotsylvania
1864)
http://www.skypoint.com/members/chrisw/

******* ****** ******* ******** ******* ******* ******* ***
* 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: Bad Codes

As I understand it, there was a miscommunication on what system of units
were to be used (SI or imperial) for calculating at least one portion of
the braking maneuver for the atmospheric braking/entry. The mistake was
on the order of thousands of dollars, the loss was of the entire ($1B+)
mission. Given the cost of codes and the cost of building, I'd say it's
a rather appropriate comparison - especially since the ICC codes are
trying to be written in both units at once.

An old NASA supervisor I once had told me as a new engineer that if I
did my job perfectly, I might get a mention on the last page of the
science section of the newspaper; If I screwed up, I'd make the front page.

Jordan

Dave Adams wrote:
> To add a little perspective ... didn't NASA scientists make a billion dollar mistake for a Mars project by neglecting to convert units (or is that story apocryphal)?
>
>
> Dave K. Adams, S.E., P.Eng.
> Lane Engineers, Inc.
> Tulare, CA
> www.training4engineers.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: Bad Codes

Retirement? Like most old engineers, I can't wait to retire. Then I
can work all the time. Luckily, I like my work so the necessity of
working forever is O.K. with me.

I agree that the code establishment system is far from perfect - in this
country and others. As you see, I receive criticism for not being part
of the solution and I accept that. But I've preferred to spend my
career trying to perfect the engineering-construction end of our
spectrum. Codes I have left to others. The engineering-construction
endeavor is not perfect either, but I will go down in flames before I
accept any less than maximum effort. I started out in construction with
a contractor that fired people on the spot for minor mistakes (minor but
they cost the contractor $$). I've carried this attitude ever since.

So, off the philosophy, and Happy Friday. I think we all earned this
one.


Bob Garner

-----Original Message-----
From: Gary L. Hodgson and Assoc. [mailto:design@hodgsoneng.ca]
Sent: Friday, October 10, 2008 5:03 AM
To: seaint@seaint.org
Subject: Re: Bad Codes

What is this thing you call retirement?

I'm afraid you can be as demanding as you want but it won't do you any
good and I'm not knocking the people who write the codes. Having served

on a committee to write a new Canadian standard for EOT cranes, I
learned there is more to the process than writing the technical stuff,
at least here. It then goes to the Can Standards Assoc who ensure that
the document conforms to their numbering and heading system, and that
the English grammar, spelling and syntax are correct. Some of this will

have been done along the way, but when the final draft is approved, we
don't see it again. Then it goes to the printer who has to type-set it
or whatever they do these days and again this is where errors can creep
in. I have been told (so pls correct me if I am wrong) that many of the

American codes or standards go thru this vetting process in house so
that they don't have the equivalent CSA vetting.
The type-setters, or whoever, have a problem with many of the formulas
and then many of the printing companies that used to do this work have
disappeared as technology made them redundant or behind the times. Most
of this is anecdotal but came from a reliable source who has had to get
a standard published.
And this leads me to a little anecdote. The class of 1984 of the Royal
Military College(my school) wanted to get commemorative pewter beer mugs

made for their graduation. The college motto is "Truth, Duty, Valour"
and and this was to be printed on the mugs along with the college coat
of arms. The low bidder was out of Michigan and the graphic was sent to

the firm for production.
Approximately 200 mugs arrived with "Truth, Duty, Valor" which the
company had to replace free of charge.
Gary

Garner, Robert wrote:
>
> I am pleased to reply that following my complaint to ICC, from whom I
> purchased ACI 318-08, I have been contacted directly by ACI, who has
> agreed to send me a complimentary copy of the second edition. I wish
> to publicly thank ACI for this service. This represents what I expect

> and appreciate from our code societies.
>
>
>
> I do, however, remain intolerant of errata and I recommend that our
> professional societies, SEA, SEAOC, etc. take the position that codes
> are incredibly important and must be treated as documents that must
> not contain errors. I acknowledge human imperfection but I accept no
> less than maximum effort. Of myself, and of those calling themselves
> professionals.
>
>
>
> I'm nearing retirement, and I'm definitely at the age of codgerhood.
> I may consider assisting in code writing efforts, but I would be
> demanding as hell!
>
>
>
>
>
> Thank you for listening.
>
>
>
> Robert Garner, S.E.
>
>
>
>
------------------------------------------------------------------------
>
> *From:* Garner, Robert [mailto:rgarner@moffattnichol.com]
> *Sent:* Thursday, October 02, 2008 7:35 AM
> *To:* seaint@seaint.org
> *Subject:* Bad Codes
>
>
>
> I just purchased the ACI 318-08 Concrete Code. My wife called me at
> work and said I had a package waiting for me. I love getting
> packages. I knew it was the new Concrete Code because I had just
> ordered it. So I looked forward to coming home to break into that
> book and see the progress our "cement buddies" had in making the Code
> a much improved document, especially our own dear Appendix D, which
> has succeeded in creating a whole new structural discipline of
> engineers that specialize exclusively in the design of CONCRETE
> ANCHORS (caps mine to honor a subject that ACI has seen fit to make as

> sophisticated as the wind provisions of ASCE.) What was the first
> thing I found in the package? Placed on top of the Code book so that
> it stood out proudly as if claiming, "Look at me! I am very
> Important!" Yep, Code Errata! A brand new code that isn't even
> accepted by code bodies and hasn't even been purchased by most
> practicing engineers, and there are four pages of ERRORS, whoops,
> excuse me, Errata. Can't anybody get a code book published without
> errors? Errata? B.S., these are errors. I don't care if they are
> the publishers' proof reader's errors or just stupidity in writing
> these books. When I do structural calculations, I don't do this kind
> of careless work. I submit my calcs to the City then I routinely
> follow up with errata? I don't think so. Everyone makes mistakes but

> the codes make them routinely and treat them as if they are just
> another facet of the code.
>
>
>
> As a Structural Engineer licensed in the four western states, I find
> the constant necessity of correcting codes with constant errata
> totally unacceptable.
>
>
>
>
>
> Robert Garner, S.E.
>
>
>
> R. Garner
>
> Moffatt & Nichol
>
> Tel.: (619) 220-6050
>
> Fax.: (619) 220-6055
>
> e-mail: rgarner@moffattnichol.com <mailto:rgarner@moffattnichol.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
******* ****** ****** ****** ******* ****** ****** ********

******* ****** ******* ******** ******* ******* ******* ***
* 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: Bad Codes

To add a little perspective ... didn't NASA scientists make a billion dollar mistake for a Mars project by neglecting to convert units (or is that story apocryphal)?


Dave K. Adams, S.E., P.Eng.
Lane Engineers, Inc.
Tulare, CA
www.training4engineers.com

-----Original Message-----
From: Gary L. Hodgson and Assoc. [mailto:design@hodgsoneng.ca]
Sent: Friday, October 10, 2008 5:03 AM
To: seaint@seaint.org
Subject: Re: Bad Codes

What is this thing you call retirement?

I'm afraid you can be as demanding as you want but it won't do you any
good and I'm not knocking the people who write the codes. Having served
on a committee to write a new Canadian standard for EOT cranes, I
learned there is more to the process than writing the technical stuff,
at least here. It then goes to the Can Standards Assoc who ensure that
the document conforms to their numbering and heading system, and that
the English grammar, spelling and syntax are correct. Some of this will
have been done along the way, but when the final draft is approved, we
don't see it again. Then it goes to the printer who has to type-set it
or whatever they do these days and again this is where errors can creep
in. I have been told (so pls correct me if I am wrong) that many of the
American codes or standards go thru this vetting process in house so
that they don't have the equivalent CSA vetting.
The type-setters, or whoever, have a problem with many of the formulas
and then many of the printing companies that used to do this work have
disappeared as technology made them redundant or behind the times. Most
of this is anecdotal but came from a reliable source who has had to get
a standard published.
And this leads me to a little anecdote. The class of 1984 of the Royal
Military College(my school) wanted to get commemorative pewter beer mugs
made for their graduation. The college motto is "Truth, Duty, Valour"
and and this was to be printed on the mugs along with the college coat
of arms. The low bidder was out of Michigan and the graphic was sent to
the firm for production.
Approximately 200 mugs arrived with "Truth, Duty, Valor" which the
company had to replace free of charge.
Gary

Garner, Robert wrote:
>
> I am pleased to reply that following my complaint to ICC, from whom I
> purchased ACI 318-08, I have been contacted directly by ACI, who has
> agreed to send me a complimentary copy of the second edition. I wish
> to publicly thank ACI for this service. This represents what I expect
> and appreciate from our code societies.
>
>
>
> I do, however, remain intolerant of errata and I recommend that our
> professional societies, SEA, SEAOC, etc. take the position that codes
> are incredibly important and must be treated as documents that must
> not contain errors. I acknowledge human imperfection but I accept no
> less than maximum effort. Of myself, and of those calling themselves
> professionals.
>
>
>
> I'm nearing retirement, and I'm definitely at the age of codgerhood.
> I may consider assisting in code writing efforts, but I would be
> demanding as hell!
>
>
>
>
>
> Thank you for listening.
>
>
>
> Robert Garner, S.E.
>
>
>
> ------------------------------------------------------------------------
>
> *From:* Garner, Robert [mailto:rgarner@moffattnichol.com]
> *Sent:* Thursday, October 02, 2008 7:35 AM
> *To:* seaint@seaint.org
> *Subject:* Bad Codes
>
>
>
> I just purchased the ACI 318-08 Concrete Code. My wife called me at
> work and said I had a package waiting for me. I love getting
> packages. I knew it was the new Concrete Code because I had just
> ordered it. So I looked forward to coming home to break into that
> book and see the progress our "cement buddies" had in making the Code
> a much improved document, especially our own dear Appendix D, which
> has succeeded in creating a whole new structural discipline of
> engineers that specialize exclusively in the design of CONCRETE
> ANCHORS (caps mine to honor a subject that ACI has seen fit to make as
> sophisticated as the wind provisions of ASCE.) What was the first
> thing I found in the package? Placed on top of the Code book so that
> it stood out proudly as if claiming, "Look at me! I am very
> Important!" Yep, Code Errata! A brand new code that isn't even
> accepted by code bodies and hasn't even been purchased by most
> practicing engineers, and there are four pages of ERRORS, whoops,
> excuse me, Errata. Can't anybody get a code book published without
> errors? Errata? B.S., these are errors. I don't care if they are
> the publishers' proof reader's errors or just stupidity in writing
> these books. When I do structural calculations, I don't do this kind
> of careless work. I submit my calcs to the City then I routinely
> follow up with errata? I don't think so. Everyone makes mistakes but
> the codes make them routinely and treat them as if they are just
> another facet of the code.
>
>
>
> As a Structural Engineer licensed in the four western states, I find
> the constant necessity of correcting codes with constant errata
> totally unacceptable.
>
>
>
>
>
> Robert Garner, S.E.
>
>
>
> R. Garner
>
> Moffatt & Nichol
>
> Tel.: (619) 220-6050
>
> Fax.: (619) 220-6055
>
> e-mail: rgarner@moffattnichol.com <mailto:rgarner@moffattnichol.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
******* ****** ****** ****** ******* ****** ****** ********


******* ****** ******* ******** ******* ******* ******* ***
* 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: Bad Codes

What is this thing you call retirement?

I'm afraid you can be as demanding as you want but it won't do you any
good and I'm not knocking the people who write the codes. Having served
on a committee to write a new Canadian standard for EOT cranes, I
learned there is more to the process than writing the technical stuff,
at least here. It then goes to the Can Standards Assoc who ensure that
the document conforms to their numbering and heading system, and that
the English grammar, spelling and syntax are correct. Some of this will
have been done along the way, but when the final draft is approved, we
don't see it again. Then it goes to the printer who has to type-set it
or whatever they do these days and again this is where errors can creep
in. I have been told (so pls correct me if I am wrong) that many of the
American codes or standards go thru this vetting process in house so
that they don't have the equivalent CSA vetting.
The type-setters, or whoever, have a problem with many of the formulas
and then many of the printing companies that used to do this work have
disappeared as technology made them redundant or behind the times. Most
of this is anecdotal but came from a reliable source who has had to get
a standard published.
And this leads me to a little anecdote. The class of 1984 of the Royal
Military College(my school) wanted to get commemorative pewter beer mugs
made for their graduation. The college motto is "Truth, Duty, Valour"
and and this was to be printed on the mugs along with the college coat
of arms. The low bidder was out of Michigan and the graphic was sent to
the firm for production.
Approximately 200 mugs arrived with "Truth, Duty, Valor" which the
company had to replace free of charge.
Gary

Garner, Robert wrote:
>
> I am pleased to reply that following my complaint to ICC, from whom I
> purchased ACI 318-08, I have been contacted directly by ACI, who has
> agreed to send me a complimentary copy of the second edition. I wish
> to publicly thank ACI for this service. This represents what I expect
> and appreciate from our code societies.
>
>
>
> I do, however, remain intolerant of errata and I recommend that our
> professional societies, SEA, SEAOC, etc. take the position that codes
> are incredibly important and must be treated as documents that must
> not contain errors. I acknowledge human imperfection but I accept no
> less than maximum effort. Of myself, and of those calling themselves
> professionals.
>
>
>
> I'm nearing retirement, and I'm definitely at the age of codgerhood.
> I may consider assisting in code writing efforts, but I would be
> demanding as hell!
>
>
>
>
>
> Thank you for listening.
>
>
>
> Robert Garner, S.E.
>
>
>
> ------------------------------------------------------------------------
>
> *From:* Garner, Robert [mailto:rgarner@moffattnichol.com]
> *Sent:* Thursday, October 02, 2008 7:35 AM
> *To:* seaint@seaint.org
> *Subject:* Bad Codes
>
>
>
> I just purchased the ACI 318-08 Concrete Code. My wife called me at
> work and said I had a package waiting for me. I love getting
> packages. I knew it was the new Concrete Code because I had just
> ordered it. So I looked forward to coming home to break into that
> book and see the progress our "cement buddies" had in making the Code
> a much improved document, especially our own dear Appendix D, which
> has succeeded in creating a whole new structural discipline of
> engineers that specialize exclusively in the design of CONCRETE
> ANCHORS (caps mine to honor a subject that ACI has seen fit to make as
> sophisticated as the wind provisions of ASCE.) What was the first
> thing I found in the package? Placed on top of the Code book so that
> it stood out proudly as if claiming, "Look at me! I am very
> Important!" Yep, Code Errata! A brand new code that isn't even
> accepted by code bodies and hasn't even been purchased by most
> practicing engineers, and there are four pages of ERRORS, whoops,
> excuse me, Errata. Can't anybody get a code book published without
> errors? Errata? B.S., these are errors. I don't care if they are
> the publishers' proof reader's errors or just stupidity in writing
> these books. When I do structural calculations, I don't do this kind
> of careless work. I submit my calcs to the City then I routinely
> follow up with errata? I don't think so. Everyone makes mistakes but
> the codes make them routinely and treat them as if they are just
> another facet of the code.
>
>
>
> As a Structural Engineer licensed in the four western states, I find
> the constant necessity of correcting codes with constant errata
> totally unacceptable.
>
>
>
>
>
> Robert Garner, S.E.
>
>
>
> R. Garner
>
> Moffatt & Nichol
>
> Tel.: (619) 220-6050
>
> Fax.: (619) 220-6055
>
> e-mail: rgarner@moffattnichol.com <mailto:rgarner@moffattnichol.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
******* ****** ****** ****** ******* ****** ****** ********

Thursday, October 9, 2008

Re: Wall framing with I-Joists

good message, as usual, Dennis

Stan Scholl

Re: Wall framing with I-Joists

If your decision isn't made, see if you can get LSL studs. They're intended for stud applications, and are cheaper than psl and lvl options (though still more than studs, esp. in the current market). They are less stiff (1.3E, iirc), but for 12" walls you probably don't need them to be any stiffer.
Jordan


Yi Yang wrote:
Thank you all for responding to my questions.  It seems that using I-joists as load bearing wall frame is not a good idea.  That's the idea I've been trying to convey to the architect.  It can be done, but not very cost effective.
 
For this project, we eventually decided to use double framed walls (2x6 ext., 2x4 int.,). 
 
Thanks.
 
YI YANG, S.E.
Do you really need to print this e-mail?
 


From: WISH DENNIS [mailto:dennis.wish@verizon.net]
Sent: Thursday, October 09, 2008 10:33 AM
To: seaint@seaint.org
Subject: Re: Wall framing with I-Joists

Plywood web joists are not, to my knowledge, intended to be used for axial loading in stud walls. With that said, I suppose it could be considered no different from building out a bearing plumbing wall where, instead of building  a double wall, two 2x studs are placed with their weak axis normal to the wall. The web would then act to brace the top and bottom chord/studs laterally. I think the issue is what has it been tested for?
I've used Parallam studs because the use of microlams posses a problem when nailing plywood as the spacing of nails becomes critical before the laminations will split. The best rule is to look at parallams and Microlams as beams or joists and checking the manufacturer's specifications for the size and maximum spacing of the nails which will limit the shear on the wall.
The other issue is that the PSL and LVL lumber is excellent for reducing a tall wall finish as they have little or no cupping of the studs. The downside is that they are hard as hell to nail - especially PSL lumber. I think the savings in labor and materials for the use of PSL studs in designs that require tall walls such as a church santuary, the PSL is worth the cost as it will save in material scrap and in labor that may be required with conventional stud walls to shim the walls where the eye can see the crown of the studs to get the gypsum finish with the least amount of billible hours.

Check with your I-Joist supplier for any test data for the use of plywood web joists as possible use in stud walls. You may find that building a double wall is easier.
 
Dennis S. Wish, PE
California Professional Engineer
Structural Engineering Consultant


----- Original Message ----
From: Joseph R. Grill <jrgrill@cableone.net>
To: seaint@seaint.org
Sent: Thursday, October 9, 2008 9:22:36 AM
Subject: RE: Wall framing with I-Joists

You should check with the I-joist mfg.  I don't believe that they are to be
used in an axial compression situation.
Joe Grill

-----Original Message-----
From: Lloyd Pack [mailto:packman90@qwest.net]
Sent: Wednesday, October 08, 2008 11:27 PM
To: seaint@seaint.org
Subject: Re: Wall framing with I-Joists

Yi,

It would seem to me that the I-joists would not work well for bearing walls.
They would work okay at gable end walls, though.  You might consider
Microllams (LVLs) for the bearing walls.  They come in the same depth
as the I-joists and will have better axial strength.  Trus-Joist might even
make a less expensive stud grade material that has greater depth than
typical studs that might work less expensively than LVLs.

Take Care,
Lloyd

On 7 Oct 2008 at 12:07, Yi Yang wrote:

>
> List,
>
> I have a residential project in CA, where the architect is considering
> using 12" nominal I-joists for wall framing, to provide additional
> insulation space, and to create a thick wall.
>
> Usually, to get the thick walls, the walls are double framed. I have
> not seen or worked on a project that uses I-Joist in wall framing. I
> talked to TrusJoist, and they told me that we are on our own if we are
> to use them for walls. The architect told me that this system is used
> in Europe, and some in Canada.
>
> I'm wondering if there is a whole industry out there that supports
> this kind of construction, that I'm completely unaware of (providing
> connectors, blocking system etc.). The I-joists are not designed for
> large axial compression. I imagine we would have web blocking in many
> places, and it would just cost too much to build.
>
> I appreciate any input and suggestion on this.
>
> Thank you very much.
>
>
>
> YI YANG, S.E.
>
> Do you really need to print this e-mail?
>


******* ****** ******* ******** ******* ******* ******* ***
*  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: Wall framing with I-Joists

Thank you all for responding to my questions.  It seems that using I-joists as load bearing wall frame is not a good idea.  That's the idea I've been trying to convey to the architect.  It can be done, but not very cost effective.
 
For this project, we eventually decided to use double framed walls (2x6 ext., 2x4 int.,). 
 
Thanks.
 
YI YANG, S.E.

Do you really need to print this e-mail?
 


From: WISH DENNIS [mailto:dennis.wish@verizon.net]
Sent: Thursday, October 09, 2008 10:33 AM
To: seaint@seaint.org
Subject: Re: Wall framing with I-Joists

Plywood web joists are not, to my knowledge, intended to be used for axial loading in stud walls. With that said, I suppose it could be considered no different from building out a bearing plumbing wall where, instead of building  a double wall, two 2x studs are placed with their weak axis normal to the wall. The web would then act to brace the top and bottom chord/studs laterally. I think the issue is what has it been tested for?
I've used Parallam studs because the use of microlams posses a problem when nailing plywood as the spacing of nails becomes critical before the laminations will split. The best rule is to look at parallams and Microlams as beams or joists and checking the manufacturer's specifications for the size and maximum spacing of the nails which will limit the shear on the wall.
The other issue is that the PSL and LVL lumber is excellent for reducing a tall wall finish as they have little or no cupping of the studs. The downside is that they are hard as hell to nail - especially PSL lumber. I think the savings in labor and materials for the use of PSL studs in designs that require tall walls such as a church santuary, the PSL is worth the cost as it will save in material scrap and in labor that may be required with conventional stud walls to shim the walls where the eye can see the crown of the studs to get the gypsum finish with the least amount of billible hours.

Check with your I-Joist supplier for any test data for the use of plywood web joists as possible use in stud walls. You may find that building a double wall is easier.
 
Dennis S. Wish, PE
California Professional Engineer
Structural Engineering Consultant


----- Original Message ----
From: Joseph R. Grill <jrgrill@cableone.net>
To: seaint@seaint.org
Sent: Thursday, October 9, 2008 9:22:36 AM
Subject: RE: Wall framing with I-Joists

You should check with the I-joist mfg.  I don't believe that they are to be
used in an axial compression situation.
Joe Grill

-----Original Message-----
From: Lloyd Pack [mailto:packman90@qwest.net]
Sent: Wednesday, October 08, 2008 11:27 PM
To: seaint@seaint.org
Subject: Re: Wall framing with I-Joists

Yi,

It would seem to me that the I-joists would not work well for bearing walls.
They would work okay at gable end walls, though.  You might consider
Microllams (LVLs) for the bearing walls.  They come in the same depth
as the I-joists and will have better axial strength.  Trus-Joist might even
make a less expensive stud grade material that has greater depth than
typical studs that might work less expensively than LVLs.

Take Care,
Lloyd

On 7 Oct 2008 at 12:07, Yi Yang wrote:

>
> List,
>
> I have a residential project in CA, where the architect is considering
> using 12" nominal I-joists for wall framing, to provide additional
> insulation space, and to create a thick wall.
>
> Usually, to get the thick walls, the walls are double framed. I have
> not seen or worked on a project that uses I-Joist in wall framing. I
> talked to TrusJoist, and they told me that we are on our own if we are
> to use them for walls. The architect told me that this system is used
> in Europe, and some in Canada.
>
> I'm wondering if there is a whole industry out there that supports
> this kind of construction, that I'm completely unaware of (providing
> connectors, blocking system etc.). The I-joists are not designed for
> large axial compression. I imagine we would have web blocking in many
> places, and it would just cost too much to build.
>
> I appreciate any input and suggestion on this.
>
> Thank you very much.
>
>
>
> YI YANG, S.E.
>
> Do you really need to print this e-mail?
>


******* ****** ******* ******** ******* ******* ******* ***
*  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: Wall framing with I-Joists

Plywood web joists are not, to my knowledge, intended to be used for axial loading in stud walls. With that said, I suppose it could be considered no different from building out a bearing plumbing wall where, instead of building  a double wall, two 2x studs are placed with their weak axis normal to the wall. The web would then act to brace the top and bottom chord/studs laterally. I think the issue is what has it been tested for?
I've used Parallam studs because the use of microlams posses a problem when nailing plywood as the spacing of nails becomes critical before the laminations will split. The best rule is to look at parallams and Microlams as beams or joists and checking the manufacturer's specifications for the size and maximum spacing of the nails which will limit the shear on the wall.
The other issue is that the PSL and LVL lumber is excellent for reducing a tall wall finish as they have little or no cupping of the studs. The downside is that they are hard as hell to nail - especially PSL lumber. I think the savings in labor and materials for the use of PSL studs in designs that require tall walls such as a church santuary, the PSL is worth the cost as it will save in material scrap and in labor that may be required with conventional stud walls to shim the walls where the eye can see the crown of the studs to get the gypsum finish with the least amount of billible hours.

Check with your I-Joist supplier for any test data for the use of plywood web joists as possible use in stud walls. You may find that building a double wall is easier.
 
Dennis S. Wish, PE
California Professional Engineer
Structural Engineering Consultant


----- Original Message ----
From: Joseph R. Grill <jrgrill@cableone.net>
To: seaint@seaint.org
Sent: Thursday, October 9, 2008 9:22:36 AM
Subject: RE: Wall framing with I-Joists

You should check with the I-joist mfg.  I don't believe that they are to be
used in an axial compression situation.
Joe Grill

-----Original Message-----
From: Lloyd Pack [mailto:packman90@qwest.net]
Sent: Wednesday, October 08, 2008 11:27 PM
To: seaint@seaint.org
Subject: Re: Wall framing with I-Joists

Yi,

It would seem to me that the I-joists would not work well for bearing walls.
They would work okay at gable end walls, though.  You might consider
Microllams (LVLs) for the bearing walls.  They come in the same depth
as the I-joists and will have better axial strength.  Trus-Joist might even
make a less expensive stud grade material that has greater depth than
typical studs that might work less expensively than LVLs.

Take Care,
Lloyd

On 7 Oct 2008 at 12:07, Yi Yang wrote:

>
> List,
>
> I have a residential project in CA, where the architect is considering
> using 12" nominal I-joists for wall framing, to provide additional
> insulation space, and to create a thick wall.
>
> Usually, to get the thick walls, the walls are double framed. I have
> not seen or worked on a project that uses I-Joist in wall framing. I
> talked to TrusJoist, and they told me that we are on our own if we are
> to use them for walls. The architect told me that this system is used
> in Europe, and some in Canada.
>
> I'm wondering if there is a whole industry out there that supports
> this kind of construction, that I'm completely unaware of (providing
> connectors, blocking system etc.). The I-joists are not designed for
> large axial compression. I imagine we would have web blocking in many
> places, and it would just cost too much to build.
>
> I appreciate any input and suggestion on this.
>
> Thank you very much.
>
>
>
> YI YANG, S.E.
>
> Do you really need to print this e-mail?
>


******* ****** ******* ******** ******* ******* ******* ***
*  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: Wall framing with I-Joists

You should check with the I-joist mfg. I don't believe that they are to be
used in an axial compression situation.
Joe Grill

-----Original Message-----
From: Lloyd Pack [mailto:packman90@qwest.net]
Sent: Wednesday, October 08, 2008 11:27 PM
To: seaint@seaint.org
Subject: Re: Wall framing with I-Joists

Yi,

It would seem to me that the I-joists would not work well for bearing walls.
They would work okay at gable end walls, though. You might consider
Microllams (LVLs) for the bearing walls. They come in the same depth
as the I-joists and will have better axial strength. Trus-Joist might even
make a less expensive stud grade material that has greater depth than
typical studs that might work less expensively than LVLs.

Take Care,
Lloyd

On 7 Oct 2008 at 12:07, Yi Yang wrote:

>
> List,
>
> I have a residential project in CA, where the architect is considering
> using 12" nominal I-joists for wall framing, to provide additional
> insulation space, and to create a thick wall.
>
> Usually, to get the thick walls, the walls are double framed. I have
> not seen or worked on a project that uses I-Joist in wall framing. I
> talked to TrusJoist, and they told me that we are on our own if we are
> to use them for walls. The architect told me that this system is used
> in Europe, and some in Canada.
>
> I'm wondering if there is a whole industry out there that supports
> this kind of construction, that I'm completely unaware of (providing
> connectors, blocking system etc.). The I-joists are not designed for
> large axial compression. I imagine we would have web blocking in many
> places, and it would just cost too much to build.
>
> I appreciate any input and suggestion on this.
>
> Thank you very much.
>
>
>
> YI YANG, S.E.
>
> Do you really need to print this e-mail?
>


******* ****** ******* ******** ******* ******* ******* ***
* 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: Bad Codes

While I am probably nearly as intolerant as you regarding errata, I am not holding my breath for the moment that humans masquerading as code writers become perfect. One solution is the one that has been adopted by the ICC and its predecessor, the ICBO. If you order a loose leaf version of the code and send in your information card, changes (not exactly errata, but works the same way) are sent out when published. This way, the user merely swaps pages. There is also a code in the margin indicating the change and a revision history is included. IMO, ICC (and the former ICBO) are to be commended in this effort.

 

Sure, a loose leaf binder version is more expensive, but, given a choice, those who want updates can pay a little more.

 

My two cents.

 

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

ALLEN DESIGNS

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

-----Original Message-----
From: Garner, Robert [mailto:rgarner@moffattnichol.com]
Sent: Thursday, October 09, 2008 7:56 AM
To: Garner, Robert;
seaint@seaint.org
Subject: RE: Bad Codes

 

I am pleased to reply that following my complaint to ICC, from whom I purchased ACI 318-08, I have been contacted directly by ACI, who has agreed to send me a complimentary copy of the second edition.  I wish to publicly thank ACI for this service.  This represents what I expect and appreciate from our code societies. 

 

I do, however, remain intolerant of errata and I recommend that our professional societies, SEA, SEAOC, etc. take the position that codes are incredibly important and must be treated as documents that must not contain errors.  I acknowledge human imperfection but I accept no less than maximum effort.  Of myself, and of those calling themselves professionals.

 

I'm nearing retirement, and I'm definitely at the age of codgerhood.  I may consider assisting in code writing efforts, but I would be demanding as hell!

 

 

Thank you for listening.

 

Robert Garner, S.E.

 


From: Garner, Robert [mailto:rgarner@moffattnichol.com]
Sent: Thursday, October 02, 2008 7:35 AM
To: seaint@seaint.org
Subject: Bad Codes

 

I just purchased the ACI 318-08 Concrete Code.  My wife called me at work and said I had a package waiting for me.  I love getting packages.  I knew it was the new Concrete Code because I had just ordered it.  So I looked forward to coming home to break into that book and see the progress our "cement buddies" had in making the Code a much improved document, especially our own dear Appendix D, which has succeeded in creating a whole new structural discipline of engineers that specialize exclusively in the design of CONCRETE ANCHORS (caps mine to honor a subject that ACI has seen fit to make as sophisticated as the wind provisions of ASCE.)  What was the first thing I found in the package?  Placed on top of the Code book so that it stood out proudly as if claiming, "Look at me!  I am very Important!"  Yep, Code Errata!  A brand new code that isn't even accepted by code bodies and hasn't even been purchased by most practicing engineers, and there are four pages of ERRORS, whoops, excuse me, Errata.  Can't anybody get a code book published without errors?  Errata?  B.S., these are errors.  I don't care if they are the publishers' proof reader's errors or just stupidity in writing these books.  When I do structural calculations, I don't do this kind of careless work.  I submit my calcs to the City then I routinely follow up with errata?  I don't think so.  Everyone makes mistakes but the codes make them routinely and treat them as if they are just another facet of the code. 

 

As a Structural Engineer licensed in the four western states, I find the constant necessity of correcting codes with constant errata totally unacceptable.

 

 

Robert Garner, S.E.

 

R. Garner

Moffatt & Nichol

Tel.:  (619) 220-6050

Fax.: (619) 220-6055

e-mail: rgarner@moffattnichol.com