Friday, July 10, 2009

Re: Reattaching a subpurlin to a diaphragm

Bill:
Water check the roof at that location.  If the roof is not leaking and there is no visible moisture damage to the underside of the sheathing, then use A35 Simpsons each side of the 2x4 to the plywood with
1/2 " long screws if at a panel joint.  Use screw diameter the same size as an 8d nail.
 
Ray Shreenan SE 


From: Bill Allen <t.w.allen@cox.net>
To: seaint@seaint.org
Sent: Friday, July 10, 2009 10:40:54 AM
Subject: RE: Reattaching a subpurlin to a diaphragm

I think that would be fine if the sub purlin was not located at a panel edge. If it is located at a panel edge, then the sub purlin is used to transfer the diaphragm shear from sheet to sheet.

 

 

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

ALLEN DESIGNS

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

-----Original Message-----
From: Ralph Kratz [mailto:rhkratzse@aol.com]
Sent: Friday, July 10, 2009 10:31 AM
To: <seaint@seaint.org>
Cc: Seaint
Subject: Re: Reattaching a subpurlin to a diaphragm

 

Does the subpurlin "figure" without composite action with the sheathing?  If it does, would gluing (purely for lateral restraint) be adequate for a single purlin repair?

 

Ralph 

Sent from my iPhone 3G


On Jul 10, 2009, at 10:19 AM, "Bill Allen" <t.w.allen@cox.net> wrote:

I am looking at some roof repairs (yeah, I've finally made the "Big Time") at a commercial structure. It is a typical panelized roof with 2X4 sub purlins spaced at 24" spanning 8'-0". These sub purlins are attached to the purlins with FN hangers. Somewhere along the line, moisture got between the roofing membrane and the insulation foil which allowed corrosion to attack the FN hangers. Recently, one sub-purlin failed. Fortunately, no one was in the space at the time.

 

The question I have is regarding the attachment of the replacement sub purlin to the existing roof diaphragm. Of course, the owner would rather not remove the existing roofing to re-nail from above. However, considering that the diaphragm is probably only 1/2" thick, I really don't see any other way. Some of the sub purlins are attached at the panel edge some are not but the only way to know that is to remove the roofing.

 

Does anyone have any ideas?

 

TIA,

 

 

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

ALLEN DESIGNS

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

 

=

test

test

RE: Photo-Degradation of Materials

Either by a test protocol or manufacturer-supplied data.

This one covers some plastic effects:
https://eprints.kfupm.edu.sa/5778/1/5778_1.pdf

And:
http://eprints.lib.hokudai.ac.jp/dspace/bitstream/2115/6117/1/PDS91_4.pdf

Thor A. Tandy P.Eng, C.Eng, Struct.Eng, MIStructE
Victoria, BC
Canada

-----Original Message-----
From: Michel Blangy [mailto:mblangy@satco-inc.com]
Sent: Friday, July 10, 2009 11:18 AM
To: Seaint@Seaint.Org
Subject: Photo-Degradation of Materials

Listers,

How would one quantify the reduction in strength, if any, for composite or
other photo-degradable materials exposed to UV?

Regards,

Michel Blangy, P.E.

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RE: Reattaching a subpurlin to a diaphragm

Bill,

 

You mention corrosion in the hanger, so I assume the sub-purlin is also rotted?  but was the failure in the hanger, or the sub-purlin due to rot? 

 

If water is coming from above, then I think you have to investigate the sheathing, and also the purlins.  I assume you have wood purlins (solid sawn or split lam). 

I’ve seen conditions where the top of the purlin is rotted out at the center (below the sheathing joints), but you can’t see it from looking at the sides of the member—you have to remove the sheathing.

 

If you can convince yourself this hasn’t happened, and the areas affected aren’t large enough to worry about lateral load, I’d look at sistering a second sub-purlin next to the original and attaching at the ends with either an open end double face hanger, or a 2x ledger board placed underneath the sub-purlins.  Rot in the existing members won’t continue if the source of moisture is stopped.

 

Another possibility to consider or watch for is a slipped-hanger, where because of shrinkage and construction tolerances with the panelized system, the top lip on the F hanger slips off the purlin.  This results in a failure, though not due to corrosion or rot.  If this is a possibility, email me off-line and I’ll send you an article with some further discussion of slipped hangers. 

 

Trent

 

 

From: Bill Allen [mailto:t.w.allen@cox.net]
Sent: Friday, July 10, 2009 10:19 AM
To: Seaint
Subject: Reattaching a subpurlin to a diaphragm

 

I am looking at some roof repairs (yeah, I've finally made the "Big Time") at a commercial structure. It is a typical panelized roof with 2X4 sub purlins spaced at 24" spanning 8'-0". These sub purlins are attached to the purlins with FN hangers. Somewhere along the line, moisture got between the roofing membrane and the insulation foil which allowed corrosion to attack the FN hangers. Recently, one sub-purlin failed. Fortunately, no one was in the space at the time.

 

The question I have is regarding the attachment of the replacement sub purlin to the existing roof diaphragm. Of course, the owner would rather not remove the existing roofing to re-nail from above. However, considering that the diaphragm is probably only 1/2" thick, I really don't see any other way. Some of the sub purlins are attached at the panel edge some are not but the only way to know that is to remove the roofing.

 

Does anyone have any ideas?

 

TIA,

 

 

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

ALLEN DESIGNS

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

 

Re: Reattaching a subpurlin to a diaphragm

Bill,
 
Did you have a chance to look at the purlins and plywood (from below) at the location of the failed sub-purlin?
There is no point in trying to adequately attach the new sub-purlin to the deteriorated diaphragm.
 
V. Steve Gordin, SE
Irvine CA
----- Original Message -----
From: Bill Allen
Sent: Friday, July 10, 2009 10:40
Subject: RE: Reattaching a subpurlin to a diaphragm

I think that would be fine if the sub purlin was not located at a panel edge. If it is located at a panel edge, then the sub purlin is used to transfer the diaphragm shear from sheet to sheet.

 

 

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

ALLEN DESIGNS

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

-----Original Message-----
From: Ralph Kratz [mailto:rhkratzse@aol.com]
Sent: Friday, July 10, 2009 10:31 AM
To: <seaint@seaint.org>
Cc: Seaint
Subject: Re: Reattaching a subpurlin to a diaphragm

 

Does the subpurlin "figure" without composite action with the sheathing?  If it does, would gluing (purely for lateral restraint) be adequate for a single purlin repair?

 

Ralph 

Sent from my iPhone 3G


On Jul 10, 2009, at 10:19 AM, "Bill Allen" <t.w.allen@cox.net> wrote:

I am looking at some roof repairs (yeah, I've finally made the "Big Time") at a commercial structure. It is a typical panelized roof with 2X4 sub purlins spaced at 24" spanning 8'-0". These sub purlins are attached to the purlins with FN hangers. Somewhere along the line, moisture got between the roofing membrane and the insulation foil which allowed corrosion to attack the FN hangers. Recently, one sub-purlin failed. Fortunately, no one was in the space at the time.

 

The question I have is regarding the attachment of the replacement sub purlin to the existing roof diaphragm. Of course, the owner would rather not remove the existing roofing to re-nail from above. However, considering that the diaphragm is probably only 1/2" thick, I really don't see any other way. Some of the sub purlins are attached at the panel edge some are not but the only way to know that is to remove the roofing.

 

Does anyone have any ideas?

 

TIA,

 

 

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

ALLEN DESIGNS

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

 

=

Photo-Degradation of Materials

Listers,

How would one quantify the reduction in strength, if any, for composite or
other photo-degradable materials exposed to UV?

Regards,

Michel Blangy, P.E.

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RE: Reattaching a subpurlin to a diaphragm

I would recommend you have the roof surveyed with one of those "moisture detectors" (sorry, I don't know proper terminology - but they can detect moisture below the roof membrane).  If there is a lot of moisture, then there is little choice as to the next step.

 

Bob Garner, S.E.

 


From: FSRahbar@aol.com [mailto:FSRahbar@aol.com]
Sent: Friday, July 10, 2009 10:42 AM
To: seaint@seaint.org
Subject: Re: Reattaching a subpurlin to a diaphragm

 

I agree with S.Macie. If the moisture damaged the hanger, it would most likely damage the plywood as well.

 

Farzin S. Rahbar, SE
David C. Weiss Structural Engineer & Associates, Inc.
(818) 227-8040 Ex. 13 Fax: (818) 227-8041

 

In a message dated 7/10/2009 10:38:06 A.M. Pacific Daylight Time, ECVAl3@aol.com writes:

Clips & Screws (1/2" long) might work but, if there was a leak, It might be prudent to open the roofing to inspect for further damage to the plywood or the framing members.

S.Macie, P.E.

 

In a message dated 7/10/2009 10:33:03 A.M. Pacific Daylight Time, rhkratzse@aol.com writes:

Does the subpurlin "figure" without composite action with the sheathing?  If it does, would gluing (purely for lateral restraint) be adequate for a single purlin repair?

 

Ralph 

Sent from my iPhone 3G


On Jul 10, 2009, at 10:19 AM, "Bill Allen" <t.w.allen@cox.net> wrote:

I am looking at some roof repairs (yeah, I've finally made the "Big Time") at a commercial structure. It is a typical panelized roof with 2X4 sub purlins spaced at 24" spanning 8'-0". These sub purlins are attached to the purlins with FN hangers. Somewhere along the line, moisture got between the roofing membrane and the insulation foil which allowed corrosion to attack the FN hangers. Recently, one sub-purlin failed. Fortunately, no one was in the space at the time.

 

The question I have is regarding the attachment of the replacement sub purlin to the existing roof diaphragm. Of course, the owner would rather not remove the existing roofing to re-nail from above. However, considering that the diaphragm is probably only 1/2" thick, I really don't see any other way. Some of the sub purlins are attached at the panel edge some are not but the only way to know that is to remove the roofing.

 

Does anyone have any ideas?

 

TIA,

 

 

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

ALLEN DESIGNS

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

 

=

 


A Good Credit Score is 700 or Above. See yours in just 2 easy steps!

 


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Re: Reattaching a subpurlin to a diaphragm

I agree with S.Macie. If the moisture damaged the hanger, it would most likely damage the plywood as well.
 
Farzin S. Rahbar, SE
David C. Weiss Structural Engineer & Associates, Inc.
(818) 227-8040 Ex. 13 Fax: (818) 227-8041
 
In a message dated 7/10/2009 10:38:06 A.M. Pacific Daylight Time, ECVAl3@aol.com writes:
Clips & Screws (1/2" long) might work but, if there was a leak, It might be prudent to open the roofing to inspect for further damage to the plywood or the framing members.
S.Macie, P.E.
 
In a message dated 7/10/2009 10:33:03 A.M. Pacific Daylight Time, rhkratzse@aol.com writes:
Does the subpurlin "figure" without composite action with the sheathing?  If it does, would gluing (purely for lateral restraint) be adequate for a single purlin repair?

Ralph 

Sent from my iPhone 3G

On Jul 10, 2009, at 10:19 AM, "Bill Allen" <t.w.allen@cox.net> wrote:

I am looking at some roof repairs (yeah, I've finally made the "Big Time") at a commercial structure. It is a typical panelized roof with 2X4 sub purlins spaced at 24" spanning 8'-0". These sub purlins are attached to the purlins with FN hangers. Somewhere along the line, moisture got between the roofing membrane and the insulation foil which allowed corrosion to attack the FN hangers. Recently, one sub-purlin failed. Fortunately, no one was in the space at the time.

 

The question I have is regarding the attachment of the replacement sub purlin to the existing roof diaphragm. Of course, the owner would rather not remove the existing roofing to re-nail from above. However, considering that the diaphragm is probably only 1/2" thick, I really don't see any other way. Some of the sub purlins are attached at the panel edge some are not but the only way to know that is to remove the roofing.

 

Does anyone have any ideas?

 

TIA,

 

 

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

ALLEN DESIGNS

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

 

=

RE: Reattaching a subpurlin to a diaphragm

I think that would be fine if the sub purlin was not located at a panel edge. If it is located at a panel edge, then the sub purlin is used to transfer the diaphragm shear from sheet to sheet.

 

 

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

ALLEN DESIGNS

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

-----Original Message-----
From: Ralph Kratz [mailto:rhkratzse@aol.com]
Sent: Friday, July 10, 2009 10:31 AM
To: <seaint@seaint.org>
Cc: Seaint
Subject: Re: Reattaching a subpurlin to a diaphragm

 

Does the subpurlin "figure" without composite action with the sheathing?  If it does, would gluing (purely for lateral restraint) be adequate for a single purlin repair?

 

Ralph 

Sent from my iPhone 3G


On Jul 10, 2009, at 10:19 AM, "Bill Allen" <t.w.allen@cox.net> wrote:

I am looking at some roof repairs (yeah, I've finally made the "Big Time") at a commercial structure. It is a typical panelized roof with 2X4 sub purlins spaced at 24" spanning 8'-0". These sub purlins are attached to the purlins with FN hangers. Somewhere along the line, moisture got between the roofing membrane and the insulation foil which allowed corrosion to attack the FN hangers. Recently, one sub-purlin failed. Fortunately, no one was in the space at the time.

 

The question I have is regarding the attachment of the replacement sub purlin to the existing roof diaphragm. Of course, the owner would rather not remove the existing roofing to re-nail from above. However, considering that the diaphragm is probably only 1/2" thick, I really don't see any other way. Some of the sub purlins are attached at the panel edge some are not but the only way to know that is to remove the roofing.

 

Does anyone have any ideas?

 

TIA,

 

 

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

ALLEN DESIGNS

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

 

Re: Reattaching a subpurlin to a diaphragm

Clips & Screws (1/2" long) might work but, if there was a leak, It might be prudent to open the roofing to inspect for further damage to the plywood or the framing members.
S.Macie, P.E.
 
In a message dated 7/10/2009 10:33:03 A.M. Pacific Daylight Time, rhkratzse@aol.com writes:
Does the subpurlin "figure" without composite action with the sheathing?  If it does, would gluing (purely for lateral restraint) be adequate for a single purlin repair?

Ralph 

Sent from my iPhone 3G

On Jul 10, 2009, at 10:19 AM, "Bill Allen" <t.w.allen@cox.net> wrote:

I am looking at some roof repairs (yeah, I've finally made the "Big Time") at a commercial structure. It is a typical panelized roof with 2X4 sub purlins spaced at 24" spanning 8'-0". These sub purlins are attached to the purlins with FN hangers. Somewhere along the line, moisture got between the roofing membrane and the insulation foil which allowed corrosion to attack the FN hangers. Recently, one sub-purlin failed. Fortunately, no one was in the space at the time.

 

The question I have is regarding the attachment of the replacement sub purlin to the existing roof diaphragm. Of course, the owner would rather not remove the existing roofing to re-nail from above. However, considering that the diaphragm is probably only 1/2" thick, I really don't see any other way. Some of the sub purlins are attached at the panel edge some are not but the only way to know that is to remove the roofing.

 

Does anyone have any ideas?

 

TIA,

 

 

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

ALLEN DESIGNS

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

 

=

Re: Reattaching a subpurlin to a diaphragm

Does the subpurlin "figure" without composite action with the sheathing?  If it does, would gluing (purely for lateral restraint) be adequate for a single purlin repair?

Ralph 

Sent from my iPhone 3G

On Jul 10, 2009, at 10:19 AM, "Bill Allen" <t.w.allen@cox.net> wrote:

I am looking at some roof repairs (yeah, I've finally made the "Big Time") at a commercial structure. It is a typical panelized roof with 2X4 sub purlins spaced at 24" spanning 8'-0". These sub purlins are attached to the purlins with FN hangers. Somewhere along the line, moisture got between the roofing membrane and the insulation foil which allowed corrosion to attack the FN hangers. Recently, one sub-purlin failed. Fortunately, no one was in the space at the time.

 

The question I have is regarding the attachment of the replacement sub purlin to the existing roof diaphragm. Of course, the owner would rather not remove the existing roofing to re-nail from above. However, considering that the diaphragm is probably only 1/2" thick, I really don't see any other way. Some of the sub purlins are attached at the panel edge some are not but the only way to know that is to remove the roofing.

 

Does anyone have any ideas?

 

TIA,

 

 

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

ALLEN DESIGNS

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

 

Reattaching a subpurlin to a diaphragm

I am looking at some roof repairs (yeah, I've finally made the "Big Time") at a commercial structure. It is a typical panelized roof with 2X4 sub purlins spaced at 24" spanning 8'-0". These sub purlins are attached to the purlins with FN hangers. Somewhere along the line, moisture got between the roofing membrane and the insulation foil which allowed corrosion to attack the FN hangers. Recently, one sub-purlin failed. Fortunately, no one was in the space at the time.

 

The question I have is regarding the attachment of the replacement sub purlin to the existing roof diaphragm. Of course, the owner would rather not remove the existing roofing to re-nail from above. However, considering that the diaphragm is probably only 1/2" thick, I really don't see any other way. Some of the sub purlins are attached at the panel edge some are not but the only way to know that is to remove the roofing.

 

Does anyone have any ideas?

 

TIA,

 

 

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

ALLEN DESIGNS

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

 

Re: Listserve Test

On Jul 10, 2009, at 10:54 AM, Bill Cain wrote:

> I guess the list is really slow when the only response you get from
> your "rabble-rousing" comments :<) is a return receipt from Tom Hunt.
Hard to imagine the thrill in hearing Bill and me playing grab-ass. ;-
> (Did you read that Vanity Fair article yet?)

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/

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RE: Listserve Test

Bill-
I guess the list is really slow when the only response you get from your "rabble-rousing" comments :<) is a return receipt from Tom Hunt.

Hope your job search is going well.
Best regards,
Bill Cain, SE
Berkeley, CA

> Date: Fri, 10 Jul 2009 09:14:03 -0500
> From: bill@polhemus.cc
> To: seaint@seaint.org
> Subject: Re: Listserve Test
>
> Conrad Harrison wrote:
> > Or if really want some activity, kick start a new debate on climate change
> > or just talk about the weather.
> >
> >
> Climate change is a fraud!
>
> And so is the weather!
>
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Bing™ finds low fares by predicting when to book. Try it now.

Re: Listserve Test

Return Receipt

Your Re: Listserve Test
document:

was Tom.Hunt@fluor.com
received
by:

at: 07/10/2009 07:35:20 PDT


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Re: Listserve Test

Conrad Harrison wrote:
> Or if really want some activity, kick start a new debate on climate change
> or just talk about the weather.
>
>
Climate change is a fraud!

And so is the weather!

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Re: Listserve Test

Paul Feather wrote:
Maybe it's a good sign, people are actually working???
 
No, I suspect it's the opposite. Lots of people are on vacation.

(In my case, long-term involuntary).

Thursday, July 9, 2009

RE: Listserve Test

If we really try we can get this thread to generate more posts than
yesterdays activity.

Or if really want some activity, kick start a new debate on climate change
or just talk about the weather.


Regards
Conrad Harrison
B.Tech (mfg & mech), MIIE, gradTIEAust
mailto:sch.tectonic@bigpond.com
Adelaide
South Australia

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Re: Listserve Test

I usually check with the SEAINT blog feed where all messages are
displayed: http://seaint.blogspot.com/
If the blog hasn't received any messages, then probably nobody has.

On Fri, Jul 10, 2009 at 2:41 AM, Casey K. Hemmatyar<khemmatyar@gmail.com> wrote:
> Hi:
>
> Is listserve functioning today?
>
> Khashayar "Casey" Hemmatyar, SE
> California
> Private email <khemmatyar(@)hotmail.com>
>
>

--
Alexander Bausk
Civil/Structural design & inspection engineer, CAD professional
http://bausk.wordpress.com
ONILAES Lab at PSACEA
Dnipropetrovsk, Ukraine
Tel. +38 068 4079692
Fax. +38 0562 470263
bauskas@gmail.com

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Re: Listserve Test

I'm sure that this is not news tonight, but the Internet essentially
crashed (some servers were up but operating at a very sluggish rate)
caused by a Denial of Service (DOS) attack that has been reported to
have originated in North Korea (I heard this on the Rachel Maddow Show
on MSNBC). The DOS attack was credited to North Korea by a statement
issued to those able to receive information in China and piggybacked on
private servers back into the US.
North Korea reported to have launched a basic Denial of Service attack
against the Washington Post, Wall Street Journal, Whitehouse.gov and
other specific targets. As with most DOS, the Trojan attacks the users
e-mail address book and sends out e-mails with the Trojan attached.
Quickly the servers active on the net become clogged and the system
essentially goes down.
What I don't understand, is that this is a pain in the butt type of
attack, but if they wanted to do real damage, they would have targeted
or hacked into the larger private servers not part of the public sector.
I called Verizon yesterday morning who also confirmed the DOS attack
since I was pulling my hair out ready to format all three computers
believing that the problem was in my home/office :>)
Thankfully, I did not blame my grandson who is visiting and has a
tendency to crash my computers every time he gets his hands on them.
Actually, he is becoming good at understanding computer protection and
not asking me every second to help fix the mess he got into :>)

Regards,
Dennis (the barely-working hermit)

SGE Structural wrote:
> Except for a bunch of SEs in Southern California :).
>
> V. Steve Gordin, SE
> Irvine CA
>
> ----- Original Message -----
> *From:* Paul Feather <mailto:PFeather@se-solutions.net>
> *To:* seaint@seaint.org <mailto:seaint@seaint.org>
> *Sent:* Thursday, July 09, 2009 17:47
> *Subject:* RE: Listserve Test
>
> Maybe it's a good sign, people are actually working???
>
> Paul Feather PE, SE
> pfeather@SE-Solutions.net <mailto:pfeather@SE-Solutions.net>
> www.SE-Solutions.net <http://www.SE-Solutions.net>
> 951-699-2666
>
>
> ------------------------------------------------------------------------
> *From:* SGE Structural [mailto:sgordin@sgeconsulting.com]
> *Sent:* Thursday, July 09, 2009 5:41 PM
> *To:* seaint@seaint.org <mailto:seaint@seaint.org>
> *Subject:* Re: Listserve Test
>
> Looks like we all exhibit List withdrawal symptoms...
>
> V. Steve Gordin, SE
> Irvine CA
>
> ----- Original Message -----
> *From:* FSRahbar@aol.com <mailto:FSRahbar@aol.com>
> *To:* seaint@seaint.org <mailto:seaint@seaint.org>
> *Sent:* Thursday, July 09, 2009 17:32
> *Subject:* Re: Listserve Test
>
> Casey:
>
> I have not received any excepts yours. Please let me know
> if you see this response on the server.
>
> Farzin S. Rahbar, SE
> David C. Weiss Structural Engineer & Associates, Inc.
> (818) 227-8040 Ex. 13 Fax: (818) 227-8041
>
> In a message dated 7/9/2009 4:55:30 P.M. Pacific Daylight
> Time, khemmatyar@gmail.com <mailto:khemmatyar@gmail.com>
> writes:
>
> Hi:
>
> Is listserve functioning today?
>
> Khashayar "Casey" Hemmatyar, SE
> California
> Private email <khemmatyar(@)hotmail.com
> <http://hotmail.com/>>
>
>
> ------------------------------------------------------------------------
> Dell Studio XPS Desktop: Save up to $400 - Limited Time
> Offer
> <http://pr.atwola.com/promoclk/100126575x1222466512x1201463496/aol?redir=http:%2F%2Faltfarm.mediaplex.com%2Fad%2Fck%2F12309%2D81939%2D1629%2D3>
>

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*
* This email was sent to you via Structural Engineers
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Re: Listserve Test

Except for a bunch of SEs in Southern California :).
 
V. Steve Gordin, SE
Irvine CA
----- Original Message -----
Sent: Thursday, July 09, 2009 17:47
Subject: RE: Listserve Test

Maybe it's a good sign, people are actually working???
 
Paul Feather PE, SE
951-699-2666
 


From: SGE Structural [mailto:sgordin@sgeconsulting.com]
Sent: Thursday, July 09, 2009 5:41 PM
To: seaint@seaint.org
Subject: Re: Listserve Test

Looks like we all exhibit List withdrawal symptoms...
 
V. Steve Gordin, SE
Irvine CA
 
----- Original Message -----
Sent: Thursday, July 09, 2009 17:32
Subject: Re: Listserve Test

Casey:
 
I have not received any excepts yours. Please let me know if you see this response on the server.
 
Farzin S. Rahbar, SE
David C. Weiss Structural Engineer & Associates, Inc.
(818) 227-8040 Ex. 13 Fax: (818) 227-8041
 
In a message dated 7/9/2009 4:55:30 P.M. Pacific Daylight Time, khemmatyar@gmail.com writes:
Hi:
 
Is listserve functioning today?

Khashayar "Casey" Hemmatyar, SE
California
Private email <khemmatyar(@)hotmail.com>

RE: Listserve Test

Maybe it's a good sign, people are actually working???
 
Paul Feather PE, SE
951-699-2666
 


From: SGE Structural [mailto:sgordin@sgeconsulting.com]
Sent: Thursday, July 09, 2009 5:41 PM
To: seaint@seaint.org
Subject: Re: Listserve Test

Looks like we all exhibit List withdrawal symptoms...
 
V. Steve Gordin, SE
Irvine CA
 
----- Original Message -----
Sent: Thursday, July 09, 2009 17:32
Subject: Re: Listserve Test

Casey:
 
I have not received any excepts yours. Please let me know if you see this response on the server.
 
Farzin S. Rahbar, SE
David C. Weiss Structural Engineer & Associates, Inc.
(818) 227-8040 Ex. 13 Fax: (818) 227-8041
 
In a message dated 7/9/2009 4:55:30 P.M. Pacific Daylight Time, khemmatyar@gmail.com writes:
Hi:
 
Is listserve functioning today?

Khashayar "Casey" Hemmatyar, SE
California
Private email <khemmatyar(@)hotmail.com>

Re: Listserve Test

Looks like we all exhibit List withdrawal symptoms...
 
V. Steve Gordin, SE
Irvine CA
 
----- Original Message -----
Sent: Thursday, July 09, 2009 17:32
Subject: Re: Listserve Test

Casey:
 
I have not received any excepts yours. Please let me know if you see this response on the server.
 
Farzin S. Rahbar, SE
David C. Weiss Structural Engineer & Associates, Inc.
(818) 227-8040 Ex. 13 Fax: (818) 227-8041
 
In a message dated 7/9/2009 4:55:30 P.M. Pacific Daylight Time, khemmatyar@gmail.com writes:
Hi:
 
Is listserve functioning today?

Khashayar "Casey" Hemmatyar, SE
California
Private email <khemmatyar(@)hotmail.com>

Re: Listserve Test

Casey:
 
I have not received any excepts yours. Please let me know if you see this response on the server.
 
Farzin S. Rahbar, SE
David C. Weiss Structural Engineer & Associates, Inc.
(818) 227-8040 Ex. 13 Fax: (818) 227-8041
 
In a message dated 7/9/2009 4:55:30 P.M. Pacific Daylight Time, khemmatyar@gmail.com writes:
Hi:
 
Is listserve functioning today?

Khashayar "Casey" Hemmatyar, SE
California
Private email <khemmatyar(@)hotmail.com>

Re: Listserve Test

I don't think so.  There is always something on there and I haven't received any either.
 
Ray Shreenan  SE


From: Casey K. Hemmatyar <khemmatyar@gmail.com>
To: seaint@seaint.org
Sent: Thursday, July 9, 2009 4:41:14 PM
Subject: Listserve Test

Hi:
 
Is listserve functioning today?

Khashayar "Casey" Hemmatyar, SE
California
Private email <khemmatyar(@)hotmail.com>

Listserve Test

Hi:
 
Is listserve functioning today?

Khashayar "Casey" Hemmatyar, SE
California
Private email <khemmatyar(@)hotmail.com>

Wednesday, July 8, 2009

RE: Very short load duration

This is on the order of a blast load, and is not an easy issue.  Even if modeled in LS Dyna, fidelity to a tested assembly is not very good.  That is why there is a lot of testing required for blast applications.  Once you have a test from which you can gauge, you can apply SDOF models with some measure of assurance that your answer is correct. 
 
Go to:
http://www.wbdg.org/ccb/DOD/UFC/ufc_3_340_02.pdf
Then go to the "Downloadable files".  Start downloading, have a cup of coffee, then read the almost 2 thousand pages on how to design for blast loading.  Another standard to understanding blast loads is Biggs, Introduction to Structural Dynamics.  Biggs was last published in 1964.


Regards, Harold Sprague


 

From: jimcarey@jgsteel.com
To: seaint@seaint.org
Subject: Very short load duration
Date: Wed, 8 Jul 2009 08:43:12 -0500

I have a steel duct that is to be designed for, among other things, a "severe pressure pulse" load that lasts 10 milliseconds.  I am trying to use STAAD's Time History Load function to analyze this and want to be able to give it a sanity check.  The short duration would seem immaterial for steel design; the quick application brings impact effects to mind.  Has anyone dealt with this to know how the results should compare with those from a static load of equal magnitude – better, worse or same?  Thanks.

 

Jim Carey, P.E.

 



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

REVIT Much?

With all this time on my hands, I would like to get more acquainted with
Autodesk REVIT Structure, of which I have the 2008 Version.

Could any of you email me, if possible, your REVIT files for me to play
with? I realize there are some "tutorial" files but they seem very
limited. I'd like something I can dissect and play with at my leisure.

Any size will do, from small to complex.

Oh, and if there's a problem doing this, do let me know. I'm as
interested in the "intellectual property" aspects of using BIM software
as anything else.

Regards,

William L. "The Hobo" Polhemus, Jr. P.E.

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* Read list FAQ at: http://www.seaint.org/list_FAQ.asp
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* Association of Southern California (SEAOSC) server. To
* subscribe (no fee) or UnSubscribe, please go to:
*
* http://www.seaint.org/sealist1.asp
*
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* without your permission. Make sure you visit our web
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Re: Mortar and Grout Testing

Al
 
If you choose to design full stress then I would test everything........I have seen over the years how and what gets built.
 
We continue to use half the allowable stress and not do the testing, the choice is yours.
 
But; contractors abilities and quality did not change with the new code.
 
Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA
 
In a message dated 7/8/2009 8:14:07 A.M. Pacific Daylight Time, albert.grathwol@aecom.com writes:
Considering there is no "half-allowable stress" design anymore, not sure what you mean.
Al


From: Jnapd@aol.com [mailto:Jnapd@aol.com]
Sent: Tuesday, July 07, 2009 6:07 PM
To: seaint@seaint.org
Subject: Re: Mortar and Grout Testing

Al
 
It will depend upon how you designed the structure.
 
Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA
 
In a message dated 7/7/2009 3:55:23 P.M. Pacific Daylight Time, albert.grathwol@aecom.com writes:

The CMACN interpretation of CBC is that field-sampling and testing of grout and mortar for CMU during construction is only required for school and hospital construction.  Is that correct?

Al