Structural Engineering: 2007-03-18

Saturday, March 24, 2007

Re: seaint archives

You can always trying using Google to search the archive. From Google,
you can type you search criteria and then add "site:http://euken.net" and
it will only search the archive site. Or if you have the Google toolbar,
you can use the toolbar to enter your criteria and then only search the
current website (thus, you must be at the archive site for this method).

It is still not perfect and it still a rather blunt tool, but it can work.

HTH,

Scott
Adrian, MI

On Sat, 24 Mar 2007, Christopher Banbury wrote:

> Is there a better way to search the archives. I usually can't seem to
> find what I'm looking for and now I can't get the search tool to bring
> up any good links at all.
>
> Is there a seaint ftp site where I can download the entire archive?
>
> thx
>
>
>
> Christopher Banbury, PE
>
> President
>
> Ark Engineering, Inc.
>
> PO Box 10129, Brooksville, FL 34603
>
> 22 N. Broad ST, Brooksville, FL 34601
>
> Phone: (352) 754-2424
>
> FAX: (352) 754-2412
>
> www.arkengineering.net <http://www.arkengineering.net/>
>
>
>
>

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RE: Wind Load Questions for AAWA

OK, so I need to change it to "Always Awfully-painful Wind Engineering".

Regards,

Scott
Adrian, MI

On Sat, 24 Mar 2007, Christopher Banbury wrote:

> Sorry all, it's AAWE, American Association for Wind Engineering.
> Thanks Gary
>
> Christopher Banbury, PE
> President
> Ark Engineering, Inc.
> PO Box 10129, Brooksville, FL 34603
> 22 N. Broad ST, Brooksville, FL 34601
> Phone: (352) 754-2424
> FAX: (352) 754-2412
> www.arkengineering.net
>
>
> -----Original Message-----
> From: Gary L. Hodgson and Assoc. [mailto:ghodgson@bellnet.ca]
> Sent: Saturday, March 24, 2007 8:46 AM
> To: seaint@seaint.org
> Subject: Re: Wind Load Questions for AAWA
>
> Christopher,
> What ia AAWA?
> Gary
>
> Christopher Banbury wrote:
> >
> > I am putting together a list of Wind related questions that will
> > appear as a FAQ feature in the next quarterly edition of the AAWA
> > newsletter.
> >
> > The questions will be forwarded to AAWA members and ASCE7 committee
> > members and experts in the field of wind loading like Kishor, Minor
> > and others.
> >
> > I will be searching through the SEAINT archives for questions that
> > have been posted, but if you can remember posting a question related
> > to wind loading please email it to me privately and I will add it to
> > the list.
> >
> > I remember a couple of good ones having to do with the loading of
> > overhangs, wind tunnels, etc.
> >
> > Of course new questions are fine too.
> >
> > Thanks.
> >
> >
> >
> > Christopher Banbury, PE
> >
> > President
> >
> > Ark Engineering, Inc.
> >
> > PO Box 10129, Brooksville, FL 34603
> >
> > 22 N. Broad ST, Brooksville, FL 34601
> >
> > Phone: (352) 754-2424
> >
> > FAX: (352) 754-2412
> >
> > www.arkengineering.net <http://www.arkengineering.net/>
> >
> >
> >
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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:
> *
> *

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> *
> * 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:
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Re: Wind Load Questions for AAWA

I was a big AWA fan back when I was a kid. (Ameican Wrestling Alliance...but no "all-american")

"From the Double Cross Ranch in Amarillo Texas, weighing 238lbs, TERRY "THE OUTLAW" FUNK ! "

-g

On 3/24/07, Scott Maxwell <smaxwell@engin.umich.edu> wrote:

Gary,

The "concensus" from a web search is that it must be some sort of
wrestling organization.  <grin>  I did a google search and found at least
3 wrestling groups with the acronym (All-American Wrestling Alliance,
Atlantic Alliance Wrestling Association, and Alberta Amateur Wrestling
Association).  Google also thought it might be the American Academy of
Women Artists or Alcoholics Anonymous - Western Australia (I will admit
the wind provisions in ASCE 7 could drive someone to drink, but I would
hope not to that level).

Personally, based upon the subject of his post (i.e. wind load
provisions), I would suggest "Always Awfully-painful Wind Analysis".

Sorry, could not help the light diversion after being sick all week.

Regards,

Scott
Adrian, MI

On Sat, 24 Mar 2007, Gary L. Hodgson and Assoc. wrote:

> Christopher,
> What ia AAWA?
> Gary
>
> Christopher Banbury wrote:
> >
> > I am putting together a list of Wind related questions that will
> > appear as a FAQ feature in the next quarterly edition of the AAWA
> > newsletter.
> >
> > The questions will be forwarded to AAWA members and ASCE7 committee
> > members and experts in the field of wind loading like Kishor, Minor
> > and others.
> >
> > I will be searching through the SEAINT archives for questions that
> > have been posted, but if you can remember posting a question related
> > to wind loading please email it to me privately and I will add it to
> > the list.
> >
> > I remember a couple of good ones having to do with the loading of
> > overhangs, wind tunnels, etc.
> >
> > Of course new questions are fine too.
> >
> > Thanks.
> >
> >
> >
> > Christopher Banbury, PE
> >
> > President
> >
> > Ark Engineering, Inc.
> >
> > PO Box 10129, Brooksville, FL 34603
> >
> > 22 N. Broad ST, Brooksville, FL 34601
> >
> > Phone: (352) 754-2424
> >
> > FAX: (352) 754-2412
> >
> > www.arkengineering.net <http://www.arkengineering.net/>
> >
> >
> >
>
> ******* ****** ******* ******** ******* ******* ******* ***
> *   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
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--
-gm

Re: Wind Load Questions for AAWA

In a message dated 3/24/2007 8:23:09 AM Pacific Daylight Time, cbanbury@arkengineering.net writes:

Personally, based upon the subject of his post (i.e. wind load
provisions), I would suggest "Always Awfully-painful Wind Analysis".

I think we can all relate to this Scott...........At a seminar one of my coworkers attended last month he was told that SEAOC in diligently working on a compromise wind design that will adopted into the California amendments of the 2006 IBC

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

Re: seaint archives

Christopher-

Christopher-

What topic are you looking for?

I have most (but not all) topics archived for the last year or so.

btw I have found searching for old topics on the SEAINT archive often not successful. :(

cheers
Bob

On 3/24/07, Christopher Banbury <cbanbury@arkengineering.net> wrote:

Is there a better way to search the archives. I usually can't seem to find what I'm looking for and now I can't get the search tool to bring up any good links at all.

Is there a seaint ftp site where I can download the entire archive?

thx

Christopher Banbury, PE

President

Ark Engineering, Inc.

PO Box 10129, Brooksville, FL 34603

22 N. Broad ST, Brooksville, FL 34601

Phone: (352) 754-2424

FAX: (352) 754-2412

www.arkengineering.net

seaint archives

Is there a better way to search the archives. I usually can’t seem to find what I’m looking for and now I can’t get the search tool to bring up any good links at all.

Is there a seaint ftp site where I can download the entire archive?

thx

Christopher Banbury, PE

President

Ark Engineering, Inc.

PO Box 10129, Brooksville, FL 34603

22 N. Broad ST, Brooksville, FL 34601

Phone: (352) 754-2424

FAX: (352) 754-2412

www.arkengineering.net

RE: Wind Load Questions for AAWA

HA HA, VERY FUNNY.
Ok, I deserved that one.

Christopher Banbury, PE
President
Ark Engineering, Inc.
PO Box 10129, Brooksville, FL 34603
22 N. Broad ST, Brooksville, FL 34601
Phone: (352) 754-2424
FAX: (352) 754-2412
www.arkengineering.net

-----Original Message-----
From: Scott Maxwell [mailto:smaxwell@engin.umich.edu]
Sent: Saturday, March 24, 2007 10:31 AM
To: seaint@seaint.org
Subject: Re: Wind Load Questions for AAWA

Gary,

The "concensus" from a web search is that it must be some sort of
wrestling organization. <grin> I did a google search and found at
least
3 wrestling groups with the acronym (All-American Wrestling Alliance,
Atlantic Alliance Wrestling Association, and Alberta Amateur Wrestling
Association). Google also thought it might be the American Academy of
Women Artists or Alcoholics Anonymous - Western Australia (I will admit
the wind provisions in ASCE 7 could drive someone to drink, but I would
hope not to that level).

Personally, based upon the subject of his post (i.e. wind load
provisions), I would suggest "Always Awfully-painful Wind Analysis".

Sorry, could not help the light diversion after being sick all week.

Regards,

Scott
Adrian, MI

On Sat, 24 Mar 2007, Gary L. Hodgson and Assoc. wrote:

> Christopher,
> What ia AAWA?
> Gary
>
> Christopher Banbury wrote:
> >
> > I am putting together a list of Wind related questions that will
> > appear as a FAQ feature in the next quarterly edition of the AAWA
> > newsletter.
> >
> > The questions will be forwarded to AAWA members and ASCE7 committee
> > members and experts in the field of wind loading like Kishor, Minor
> > and others.
> >
> > I will be searching through the SEAINT archives for questions that
> > have been posted, but if you can remember posting a question related
> > to wind loading please email it to me privately and I will add it to
> > the list.
> >
> > I remember a couple of good ones having to do with the loading of
> > overhangs, wind tunnels, etc.
> >
> > Of course new questions are fine too.
> >
> > Thanks.
> >
> >
> >
> > Christopher Banbury, PE
> >
> > President
> >
> > Ark Engineering, Inc.
> >
> > PO Box 10129, Brooksville, FL 34603
> >
> > 22 N. Broad ST, Brooksville, FL 34601
> >
> > Phone: (352) 754-2424
> >
> > FAX: (352) 754-2412
> >
> > www.arkengineering.net <http://www.arkengineering.net/>
> >
> >
> >
>
> ******* ****** ******* ******** ******* ******* ******* ***
> * 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:
> *
> *

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

RE: Wind Load Questions for AAWA

Sorry all, it's AAWE, American Association for Wind Engineering.
Thanks Gary

Christopher Banbury, PE
President
Ark Engineering, Inc.
PO Box 10129, Brooksville, FL 34603
22 N. Broad ST, Brooksville, FL 34601
Phone: (352) 754-2424
FAX: (352) 754-2412
www.arkengineering.net

-----Original Message-----
From: Gary L. Hodgson and Assoc. [mailto:ghodgson@bellnet.ca]
Sent: Saturday, March 24, 2007 8:46 AM
To: seaint@seaint.org
Subject: Re: Wind Load Questions for AAWA

Christopher,
What ia AAWA?
Gary

Christopher Banbury wrote:
>
> I am putting together a list of Wind related questions that will
> appear as a FAQ feature in the next quarterly edition of the AAWA
> newsletter.
>
> The questions will be forwarded to AAWA members and ASCE7 committee
> members and experts in the field of wind loading like Kishor, Minor
> and others.
>
> I will be searching through the SEAINT archives for questions that
> have been posted, but if you can remember posting a question related
> to wind loading please email it to me privately and I will add it to
> the list.
>
> I remember a couple of good ones having to do with the loading of
> overhangs, wind tunnels, etc.
>
> Of course new questions are fine too.
>
> Thanks.
>
>
>
> Christopher Banbury, PE
>
> President
>
> Ark Engineering, Inc.
>
> PO Box 10129, Brooksville, FL 34603
>
> 22 N. Broad ST, Brooksville, FL 34601
>
> Phone: (352) 754-2424
>
> FAX: (352) 754-2412
>
> www.arkengineering.net <http://www.arkengineering.net/>
>
>
>

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

Re: Wind Load Questions for AAWA

Gary:

Sorry about you being ill. Not fun.

Google search query: AWWA wind

Resullts: American Association of Wind Engineers http://www.aawe.org/

Neil Moore, SE, SECB

Also found Ansel Adams Wilderness Area(AAWA) - "Mosquitos: Light for the first three days due to wind and not yet full hatch...."

At 07:17 AM 3/24/2007, Scott Maxwell wrote:

Gary,

The "concensus" from a web search is that it must be some sort of
wrestling organization. <grin> I did a google search and found at least
3 wrestling groups with the acronym (All-American Wrestling Alliance,
Atlantic Alliance Wrestling Association, and Alberta Amateur Wrestling
Association). Google also thought it might be the American Academy of
Women Artists or Alcoholics Anonymous - Western Australia (I will admit
the wind provisions in ASCE 7 could drive someone to drink, but I would
hope not to that level).

Personally, based upon the subject of his post (i.e. wind load
provisions), I would suggest "Always Awfully-painful Wind Analysis".

Sorry, could not help the light diversion after being sick all week.

Regards,

Scott
Adrian, MI

On Sat, 24 Mar 2007, Gary L. Hodgson and Assoc. wrote:

> Christopher,
> What ia AAWA?
> Gary
>
> Christopher Banbury wrote:
> >
> > I am putting together a list of Wind related questions that will
> > appear as a FAQ feature in the next quarterly edition of the AAWA
> > newsletter.
> >
> > The questions will be forwarded to AAWA members and ASCE7 committee
> > members and experts in the field of wind loading like Kishor, Minor
> > and others.
> >
> > I will be searching through the SEAINT archives for questions that
> > have been posted, but if you can remember posting a question related
> > to wind loading please email it to me privately and I will add it to
> > the list.
> >
> > I remember a couple of good ones having to do with the loading of
> > overhangs, wind tunnels, etc.
> >
> > Of course new questions are fine too.
> >
> > Thanks.
> >
> >
> >
> > Christopher Banbury, PE
> >
> > President
> >
> > Ark Engineering, Inc.
> >
> > PO Box 10129, Brooksville, FL 34603
> >
> > 22 N. Broad ST, Brooksville, FL 34601
> >
> > Phone: (352) 754-2424
> >
> > FAX: (352) 754-2412
> >
> > www.arkengineering.net < http://www.arkengineering.net/>
> >
> >
> >
>
> ******* ****** ******* ******** ******* ******* ******* ***
> *   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: Wind Load Questions for AAWA

Gary,

The "concensus" from a web search is that it must be some sort of
wrestling organization. <grin> I did a google search and found at least
3 wrestling groups with the acronym (All-American Wrestling Alliance,
Atlantic Alliance Wrestling Association, and Alberta Amateur Wrestling
Association). Google also thought it might be the American Academy of
Women Artists or Alcoholics Anonymous - Western Australia (I will admit
the wind provisions in ASCE 7 could drive someone to drink, but I would
hope not to that level).

Personally, based upon the subject of his post (i.e. wind load
provisions), I would suggest "Always Awfully-painful Wind Analysis".

Sorry, could not help the light diversion after being sick all week.

Regards,

Scott
Adrian, MI

On Sat, 24 Mar 2007, Gary L. Hodgson and Assoc. wrote:

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

Re: Wind Load Questions for AAWA

Christopher,
What ia AAWA?
Gary

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

Friday, March 23, 2007

Re: stacked floor joists

They should "share" the load, but they should not work compositely
together (i.e. act as nominally the equivalent of a 2x8) unless there is
some ability to transfer the shear. If there is no shear transfer (at
enough to transfer enough shear for composite action), then they should
share the load, similar to if they were placed side-by-side. This is
independent of the type of load. The only way the "type" (or amount) of
load would really change things is if one "type" (or amount) of load is
small enough that just friction shear (or maybe some minimal nailing of
some type) was enough to generate enough friction to allow composite
action.

If you want to check how much shear would needed, then get out the good
old calculation (or spreadsheet) and use shear stress = V*Q/(I*b) and see
if your shear stress exceeds what you believe that you can develop at the
interface between the two 2xs.

Regards,

Scott
Adrian, MI

Re: stacked floor joists

Another way to look at it is by comparing the section modulus and moment
of inertia for 2 identical beams side by side or stacked vertically with
no connection between the two with a beam of the same width but with
doubled depth.

For 2 beams side by side:

S = 2 beams * 1/6 * b *d^2 = 1/3 bd^2
I = 2 beams * 1/12 * b *d^3 = 1/6 bd^3

For a beam with doubled depth:

S = 1/6 * b * (2d)^2 = 2/3 bd^2 or twice of the parallel beams
I= 1/12 *b * (2d)^3 = 2/3 bd^3 or 4 times of the parallel beams

Re: stacked floor joists

Irv-

Yes, they should experience the same deflections as either loaded with one-half the load but since there is no defined shear capacity at the interface, they will act as if you had two Nominal 2x4's side by side instead of a nominal 2x8. Actually treating them this way, I looked at current values for Douglas Fir No. 1 per 2005 NDS supporting DL = 15 psf and LL= 40 psf and found:

Flexure: 1927 psi calculated 1725 allowable (12% overstress)

Shear: 80 psi calculated 180 psi allowable (o.k.)

Deflection: Total: 1.37" calculated (L/110) 0.60" allowed (218% of allowed)

Live: 0.95" calculated (L/152) 0.40" allowed (238% of allowable)

Frequency loaded with DL = 5.9 Hz (See Dolan and Woeste for method). Result would be a bit bouncy but may be mitigated if you have walls attached to the floor producing additional damping.

You don't say what load is on it when you measured the deflection, but if you loaded one joist pair, the effect of the flooring in distributing the load would bring the deflections down to about what you measured.

As for visualizing why they can act as one for vertical load, the calculated shear stress at mid depth would be 80 psi (3/2 x average shear for rectangular section). If you don't have this capacity, the stress distribution would have to change. While it doesn't affect shear capacity (which is dependent on area only), the I is reduced from 61.62 in^4 (a 1-3/4 x 7-1/2 member) to 7.69 x2 = 15.38 in^4 (two 1-3/4 x 3-3/4 members) resulting in a potential increase of 401% in deflection. Likewise, the S is reduced from 16.41 in^3 to 8.20 in^3 resulting in increased bending stress increase of 200%.

Regards,

Bill Cain, SE

Berkeley CA

stacked floor joists

Some house details: the house is about 100 years old,
the floor does not feel bouncy when I jump on it, I
measure a deflection of about .8" @ span center and
the flooring looks like 1x3 pine.

Thanks to those who responded. Apparently all agree
that stacked members should not be considered as
combined. While this is clear in my head for lateral &
axial loads, but why so for gravity loads? If the
joists are in contact along their length their
deflections are equal, by definition. Assuming equal
size & material properties, shouldn't they experience
identical moment and shear?

In any event I'll make sure shear is transferred.

Irv

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RE: welding to existing steel structures

From AISC's Modern Steel Construction...

http://www.aisc.org/MSCTemplate.cfm?Section=Steel_Interchange2&Template=/CustomSource/Faq/SteelInterchange.cfm&FaqID=2064

Jason Emoto

From: Ken E. Paquette [mailto:KEP@brph.com]
Sent: Thursday, March 22, 2007 10:17 AM
To: seaint@seaint.org
Subject:

Does anyone know about any type of guidance on welding to existing loaded steel structures with consideration to limits on thickness and length of weld passes to accommodate concerns about reducing the capacity of the member being welded to?

Thanks

Kenneth Paquette P.E.

Re: AISC Single Plate Connection load tables

Mark,

I actually figured this one out on my own. The lower values for standard holes actually do occur on all pages of the table in question. If I would have read more carefully, the short slotted holes actually have a smaller calculated eccentricity than standard holes. Once the calculated eccentricity gets higher than a, it begins to lower the bolt design values more and more. Once I changed this in my spreadsheet, everything matched up.

Jeff Hedman , E.I.T.

L.R. Pope Engineers & Surveyors, Inc.

1240 East 100 South Suite # 15B

St. George, Utah 84790

Office: 435-628-1676

Fax: 435-628-1788

email: jeff_h@lrpope.com

RE: Metal siding and roofing as a diaphragm

Try the Metal Construction Association. They have a “Primer on Diaphragm Design” which provides information to design metal panel diaphragms over wood or metal supports. There are some tabular values for various deck profiles but the basic equations for calculating the capacity are provided. I don’t remember the cost to be honest but it’s not cheap either. Larry Luttrell (who wrote the SDI manual) also co-wrote this one.

Eric R. Ober, PE, SE

Associate

Holbert Apple Associates

3423 Olney-Laytonsville Rd., Ste. 6

Olney, Maryland 20832

(301)570-1460 (Phone)

(301)570-1462 (Fax)

-----Original Message-----
From: TBerair@technip.com [mailto:TBerair@technip.com]
Sent: Friday, March 23, 2007 10:07 AM
To: seaint@seaint.org
Subject: Re: Metal siding and roofing as a diaphragm

Why don' t you try the SDI (Steel Deck Institute) documentation. I believe they have a design manual that spells out methods to design roof diaphragms.

Regards

Tarik BERAIR, PE,
CIVIL ENGINEERING DEPARTMENT
TECHNIP France
PARIS-LA-DEFENSE
Tel: +33-(0)1-40-90-11-13
Email: tberair@technip.com

Jim Wilson <wilsonengineers@yahoo.com>

23/03/2007 16:01
Please respond to seaint

To: seaint@seaint.org
cc:
Subject: Metal siding and roofing as a diaphragm

I am searching for diaphragm design values/guides for metal siding applied to wood girts to evaluate an existing building pole barn type structure. The only resource I have found through Google is the Post Frame Building Design Manual published by the NFBA. This book is also referenced by AWC. Is there any other place to find this information that might not cost $150? Is this information based on engineering methods that I can reference and have approved by a 3rd party engineer?

Jim Wilson, PE
Stroudsburg, PA

Re: AISC Single Plate Connection load tables

Jeff,

Interesting question. Send it to the AISC Solutions
Center by going to the AISC.org site. Post the answer
back here to let us know what they say.

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Re: Metal siding and roofing as a diaphragm

No info. using wood girts, but I have some things for metal siding using steel girts- about 200#/ft. I think wood girts would allow too much deflection at the screw connections to the wood.

Stan Scholl, P.E.

Laguna Beach, CA