Saturday, March 29, 2008

Re: Fundamental Period Question ASCE 7-05 12.8.2

Ta is calculated by 12.8-7, 12.8-8, or 12.8.2.

 0.8*Ts is a comparison value in order to apply the SDC determination by the exception of 11.6.



On Sat, Mar 29, 2008 at 9:08 PM, Dennis Wish <dennis.wish@verizon.net> wrote:

The designer can calculate the approximate period Ta from the formula 12.8-7 which is;

Ta = Ct (hnx)  (EQ 12.8-7)

Or he or she can use an approximate period from section 11.6(1) equal to 0.8(Ts ) where Ts = SD1/SDS.

 

My question is if you compare both methods to calculate Ta would you use the maximum or minimum results for Ta when calculating the  Seismic Response Coefficient Cs in formula's 12.8-3 and 12.8-4?

 

Dennis S. Wish, PE

 

Dennis S. Wish, PE

California Professional Engineer

Structural Engineering Consultant

dennis.wish@verizon.net

http://structuralist.wordpress.com

http://www.structuralist.net

 


Fundamental Period Question ASCE 7-05 12.8.2

The designer can calculate the approximate period Ta from the formula 12.8-7 which is;

Ta = Ct (hnx)  (EQ 12.8-7)

Or he or she can use an approximate period from section 11.6(1) equal to 0.8(Ts ) where Ts = SD1/SDS.

 

My question is if you compare both methods to calculate Ta would you use the maximum or minimum results for Ta when calculating the  Seismic Response Coefficient Cs in formula’s 12.8-3 and 12.8-4?

 

Dennis S. Wish, PE

 

Dennis S. Wish, PE

California Professional Engineer

Structural Engineering Consultant

dennis.wish@verizon.net

http://structuralist.wordpress.com

http://www.structuralist.net

 

Re: Steel-Detail: What's happening?

The proposed draft is available here:
 
 
It seems analogous to the Zamboni guy making the rules of play for hockey.
 
Ron
 
----- Original Message -----
Sent: Saturday, March 29, 2008 3:12 AM
Subject: Steel-Detail: What's happening?

How many of you received a mail with subject line "Aisc requests your assistance"?
Is this a genuine mail?
Is steel being made to suffer and concrete being favored by provisions sought to be incorporated in the specifications for Green Buildings?

I am confused and unable to decide how to respond.
I can forward a copy of what I received to any one interested.
I don't want to post it here unless I know for sure that the mail is genuine.
Will some one from Aisc clarify and also post that mail here directly if it is genuine.
Regards
Vish



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Re: Steel-Detail: What's happening?

Go to the AISC website www.aisc.org and then append /comments to read the four documents.
 
Ron
----- Original Message -----
Sent: Saturday, March 29, 2008 3:12 AM
Subject: Steel-Detail: What's happening?

How many of you received a mail with subject line "Aisc requests your assistance"?
Is this a genuine mail?
Is steel being made to suffer and concrete being favored by provisions sought to be incorporated in the specifications for Green Buildings?

I am confused and unable to decide how to respond.
I can forward a copy of what I received to any one interested.
I don't want to post it here unless I know for sure that the mail is genuine.
Will some one from Aisc clarify and also post that mail here directly if it is genuine.
Regards
Vish



---------------------------------
Like movies? Here's a limited-time offer: Blockbuster Total Access for one month at no cost.

[Non-text portions of this message have been removed]

__._,_.___
---- Steel-Detail List Sponsored by ---------------------------------
Detailer * Project Manager * Checker * Estimator * General Manager
Looking For a New Job? View the latest job openings in the
fabricated steel industry on Steel-Link.com by going to:
http://www.steel-link.com/careers/jobs/

*********************************************************************
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New web site?

Drive traffic now.

Get your business

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Join him for the

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Friday, March 28, 2008

Re: Live load under mechanical and solar units at roofs

The worst part was when I went up to clean the gutters and in an obscure corner found a *HUGE* pile of, um, well, you know.

Ralph

In a message dated 3/28/08 5:41:23 PM, smaxwell@umich.edu writes:
Sounds lot like the fat squirrels that play around on my roof or sit there chewing on stuff on my window sills!
 
Regards,
 
Scott
Adrian, MI


-----Original Message-----
From: Rhkratzse@aol.com [mailto:Rhkratzse@aol.com]
Sent: Friday, March 28, 2008 8:28 PM
To: sgordin@sgeconsulting.com; seaint@seaint.org
Subject: Re: Live load under mechanical and solar units at roofs

Steve,

Good question.  I can't find them in Table 4-1 (ASCE7).  I used to live under a flat roof on which a bunch of 'coons played their nightly round of volleyball.  From the sound of it I'd say that 100 psf for gymnasium main floors would not be unduly conservative.  :)

Ralph

In a message dated 3/28/08 5:15:40 PM, sgordin@sgeconsulting.com writes:
Ralph,
What do you usually assume for the rat load in the Bay area?
Steve Gordin



**************
Create a Home Theater Like the Pros. Watch the video on AOL Home.
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RE: Live load under mechanical and solar units at roofs

Sounds lot like the fat squirrels that play around on my roof or sit there chewing on stuff on my window sills!
 
Regards,
 
Scott
Adrian, MI
-----Original Message-----
From: Rhkratzse@aol.com [mailto:Rhkratzse@aol.com]
Sent: Friday, March 28, 2008 8:28 PM
To: sgordin@sgeconsulting.com; seaint@seaint.org
Subject: Re: Live load under mechanical and solar units at roofs

Steve,

Good question.  I can't find them in Table 4-1 (ASCE7).  I used to live under a flat roof on which a bunch of 'coons played their nightly round of volleyball.  From the sound of it I'd say that 100 psf for gymnasium main floors would not be unduly conservative.  :)

Ralph

In a message dated 3/28/08 5:15:40 PM, sgordin@sgeconsulting.com writes:

Ralph,
What do you usually assume for the rat load in the Bay area?
Steve Gordin

----- Original Message -----
From: Rhkratzse@aol.com
To: nancy@tmesf.com ; seaint@seaint.org
Sent: Friday, March 28, 2008 16:50
Subject: Re: Live load under mechanical and solar units at roofs

In a message dated 3/28/08 4:37:09 PM, nancy@tmesf.com writes:

I think you should include roof live load in conjunction with solar panels due to ponding which may occur on flat roofs with or without solar panels.


That makes sense for flat roofs with elevated collectors, but how about well-sloped roofs with the panels lying low on them, making it impossible for anyone larger than a roof rat to get underneath?

Ralph



**************
Create a Home Theater Like the Pros. Watch the video on AOL Home.
(http://home.aol.com/diy/home-improvement-eric-stromer?video=15&ncid=aolhom00030000000001)

Re: Live load under mechanical and solar units at roofs

Steve,

Good question.  I can't find them in Table 4-1 (ASCE7).  I used to live under a flat roof on which a bunch of 'coons played their nightly round of volleyball.  From the sound of it I'd say that 100 psf for gymnasium main floors would not be unduly conservative.  :)

Ralph

In a message dated 3/28/08 5:15:40 PM, sgordin@sgeconsulting.com writes:

Ralph,
What do you usually assume for the rat load in the Bay area?
Steve Gordin

----- Original Message -----
From: Rhkratzse@aol.com
To: nancy@tmesf.com ; seaint@seaint.org
Sent: Friday, March 28, 2008 16:50
Subject: Re: Live load under mechanical and solar units at roofs

In a message dated 3/28/08 4:37:09 PM, nancy@tmesf.com writes:

I think you should include roof live load in conjunction with solar panels due to ponding which may occur on flat roofs with or without solar panels.


That makes sense for flat roofs with elevated collectors, but how about well-sloped roofs with the panels lying low on them, making it impossible for anyone larger than a roof rat to get underneath?

Ralph



**************
Create a Home Theater Like the Pros. Watch the video on AOL Home.
(http://home.aol.com/diy/home-improvement-eric-stromer?video=15&ncid=aolhom00030000000001)

Re: Live load under mechanical and solar units at roofs

Ralph,
What do you usually assume for the rat load in the Bay area?
Steve Gordin
----- Original Message -----
Sent: Friday, March 28, 2008 16:50
Subject: Re: Live load under mechanical and solar units at roofs

In a message dated 3/28/08 4:37:09 PM, nancy@tmesf.com writes:
I think you should include roof live load in conjunction with solar panels due to ponding which may occur on flat roofs with or without solar panels.

That makes sense for flat roofs with elevated collectors, but how about well-sloped roofs with the panels lying low on them, making it impossible for anyone larger than a roof rat to get underneath?

Ralph



**************
Create a Home Theater Like the Pros. Watch the video on AOL Home.
(http://home.aol.com/diy/home-improvement-eric-stromer?video=15&ncid=aolhom00030000000001)

Re: Live load under mechanical and solar units at roofs

In a message dated 3/28/08 4:37:09 PM, nancy@tmesf.com writes:
I think you should include roof live load in conjunction with solar panels due to ponding which may occur on flat roofs with or without solar panels.

That makes sense for flat roofs with elevated collectors, but how about well-sloped roofs with the panels lying low on them, making it impossible for anyone larger than a roof rat to get underneath?

Ralph



**************
Create a Home Theater Like the Pros. Watch the video on AOL Home.
(http://home.aol.com/diy/home-improvement-eric-stromer?video=15&ncid=aolhom00030000000001)

Re: Live load under mechanical and solar units at roofs

I think you should include roof live load in conjunction with solar panels due to ponding which may occur on flat roofs with or without solar panels.
 
Nancy Tennebaum
----- Original Message -----
Sent: Friday, March 28, 2008 4:24 PM
Subject: Live load under mechanical and solar units at roofs

In the old code, I was able to find a section that stated that we can ignore the roof live loads under mechanical units.  I was trying to find this in the new code, but I could not locate it.  Does anyone know if this is still true and where in the code is it stated.  Also, does anyone know if this applies to live loads under solar collectors.  It is a Friday and I am tired of looking at the code.  Maybe a glass of beer will help me.

 

Thanks.

 

Marlou B. Rodriguez, S.E.

MBRodriguez Engineering, Inc.

2355 Oakland Road, Suite 14

San Jose, CA 95131

Tel: 408-432-4866 x200

Cell: 408-761-5013

email: mbrodrig@mbrodriguez.com

 

RE: Live load under mechanical and solar units at roofs

Actually, I didn’t know that was part of the code to begin with.  What section in the old code contains that provision?  Oh, and beer ALWAYS helps. 

 

Doug Mayer, SE

Structural Engineer

 

From: Marlou Rodriguez [mailto:mbrodrig@mbrodriguez.com]
Sent: Friday, March 28, 2008 4:25 PM
To: seaint@seaint.org
Subject: Live load under mechanical and solar units at roofs

 

In the old code, I was able to find a section that stated that we can ignore the roof live loads under mechanical units.  I was trying to find this in the new code, but I could not locate it.  Does anyone know if this is still true and where in the code is it stated.  Also, does anyone know if this applies to live loads under solar collectors.  It is a Friday and I am tired of looking at the code.  Maybe a glass of beer will help me.

 

Thanks.

 

Marlou B. Rodriguez, S.E.

MBRodriguez Engineering, Inc.

2355 Oakland Road, Suite 14

San Jose, CA 95131

Tel: 408-432-4866 x200

Cell: 408-761-5013

email: mbrodrig@mbrodriguez.com

 


Visit our new website at www.taylorteter.com

Live load under mechanical and solar units at roofs

In the old code, I was able to find a section that stated that we can ignore the roof live loads under mechanical units.  I was trying to find this in the new code, but I could not locate it.  Does anyone know if this is still true and where in the code is it stated.  Also, does anyone know if this applies to live loads under solar collectors.  It is a Friday and I am tired of looking at the code.  Maybe a glass of beer will help me.

 

Thanks.

 

Marlou B. Rodriguez, S.E.

MBRodriguez Engineering, Inc.

2355 Oakland Road, Suite 14

San Jose, CA 95131

Tel: 408-432-4866 x200

Cell: 408-761-5013

email: mbrodrig@mbrodriguez.com

 

Re: Live load under mechanical and solar units at roofs [aka beer]

In a message dated 3/28/08 4:19:06 PM, mbrodrig@mbrodriguez.com writes:
It is a Friday and I am tired of looking at the code.  Maybe a glass of beer will help me.

If one beer clarifies the code, think what two martinis would do!



**************
Create a Home Theater Like the Pros. Watch the video on AOL Home.
(http://home.aol.com/diy/home-improvement-eric-stromer?video=15&ncid=aolhom00030000000001)

Re: Archiving Trade Magazines

Chris,

I can tell you exactly when it will come in handy. About two weeks
after you throw it out!!

Regards,

H. Daryl Richardson

----- Original Message -----
From: "Christopher Wright" <chrisw@skypoint.com>
To: <seaint@seaint.org>
Sent: Friday, March 28, 2008 9:52 AM
Subject: Re: Archiving Trade Magazines

On Mar 28, 2008, at 6:33 AM, G Vishwanath wrote:

> I was an inveterate collector.
I'm facing that issue at this point. My office is a giant archive of
stuff, much of which hasn't seen the light of day in years. But you
never can tell when something's going to come in handy… I think I may
start with my heaps of floppy disks.

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/~chrisw/

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DeSoto Bridge Gusset Plate Damage-Minnesota

Dear Seaint Friends: Here is a story on the Desoto bridge in Minnesota,
which last week it was discovered that it had gusset plate "bending" as
stated by the MnDOT which closed the bridge to car traffic. I spent
Monday and Tuesday here doing a reconnaissance of the damaged bridge and
continue my collection of perishable data and analysis of the case in
the hope of learning lessons from this damage (fortunately causing no
casualties or injuries) to improve bridge engineering and gusset plate
design. My initial assessment is that this is gusset plate edge
buckling probably caused by excessive force delivered to the gusset
plate by the heavier than original design live load and addition of 2"
of surface concrete to original 6" deck slab. In a couple of weeks, if
we come up with any publication or interim release of information on
this I will let you know here.

thttp://www.twincities.com//ci_8723712?IADID=Search-www.twincities.com-www.twincities.com

Best wishes.
Abolhassan Astaneh-Asl, Ph.D., P.E., Professor
Structural Engineering, Earthquake Engineering and Protection of
Buildings and Bridges against Blast and Impact.
781 Davis Hall,University of California
Berkeley, CA , 94720-1710, USA
========================================


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www.seismicfactor.com

Has anyone tried www.seismicfactor.com? Pretty neat.

 

Bill

 

Re: Programs for cast-in-place Anchors


I use the Simpson program. It is much more intuitive to me and includes their wedge anchor, L-bolts, and heavy hex bolts with decent output calculations.



Will


On Thu, Mar 27, 2008 at 8:14 PM, Gerard Madden, SE <gmse4603@gmail.com> wrote:
I found the hilti program not user friendly for doing a single epoxy hold-down... I gave up and hand calc'd it. Maybe for groups of anchors it's better...

How's the simpson one? Not that they have an epoxy I can use yet...

-gm


On Thu, Mar 27, 2008 at 3:02 PM, <Jnapd@aol.com> wrote:
Is this a Simpson or Hilti request ??
 
Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA




Create a Home Theater Like the Pros. Watch the video on AOL Home.



--
-gm

Re: Programs for cast-in-place Anchors

Marlou,

I've been going with 2x6 wall studs on all new wood projects for structural walls for years, so I have not encountered it yet for 2x4 walls or on existing building retrofits. Fortunately, the retrofits I have done in the new code are 2x6 studs so there's more room.

Have you considered drilling in at a 10-15 degree angle from vertical to get more toward the center of the concrete below and maybe neglecting a few inches of the upper portion for side blow out? This is what Hardy Frame does on some of their details and I've used it in the past when the footing edge is flush with the exterior F.O. wall.

It means bending the ATR at the top, but there's not much else we can do for retrofits and existing footings.

-gm

On Fri, Mar 28, 2008 at 12:00 PM, Marlou Rodriguez <mbrodrig@mbrodriguez.com> wrote:

Gerard,

 

Have you tried to epoxy a holdown anchor into a 2x stud wall.  I find using the Hilti epoxy limits my minimum edge distance to more than 3" for a 5/8" threaded rod.  So for a 2x4 stud wall with a minimum edge distance of 1.75" this will not work.  I have been informed by Simpson that some cities still allow you to use the old ESR reports. 

 

Have you run into this situation with the new code?

 

Marlou B. Rodriguez, S.E.

MBRodriguez Engineering, Inc.

2355 Oakland Road, Suite 14

San Jose, CA 95131

Tel: 408-432-4866 x200

Cell: 408-761-5013

email: mbrodrig@mbrodriguez.com

 

 

 

From: Gerard Madden, SE [mailto:gmse4603@gmail.com]
Sent: Thursday, March 27, 2008 5:15 PM
To: seaint@seaint.org
Subject: Re: Programs for cast-in-place Anchors

 

I found the hilti program not user friendly for doing a single epoxy hold-down... I gave up and hand calc'd it. Maybe for groups of anchors it's better...

How's the simpson one? Not that they have an epoxy I can use yet...

-gm

On Thu, Mar 27, 2008 at 3:02 PM, <Jnapd@aol.com> wrote:

Is this a Simpson or Hilti request ??

 

Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA




Create a Home Theater Like the Pros. Watch the video on AOL Home.




--
-gm




--
-gm

RE: Programs for cast-in-place Anchors

Gerard,

 

Have you tried to epoxy a holdown anchor into a 2x stud wall.  I find using the Hilti epoxy limits my minimum edge distance to more than 3” for a 5/8” threaded rod.  So for a 2x4 stud wall with a minimum edge distance of 1.75” this will not work.  I have been informed by Simpson that some cities still allow you to use the old ESR reports. 

 

Have you run into this situation with the new code?

 

Marlou B. Rodriguez, S.E.

MBRodriguez Engineering, Inc.

2355 Oakland Road, Suite 14

San Jose, CA 95131

Tel: 408-432-4866 x200

Cell: 408-761-5013

email: mbrodrig@mbrodriguez.com

 

 

 

From: Gerard Madden, SE [mailto:gmse4603@gmail.com]
Sent: Thursday, March 27, 2008 5:15 PM
To: seaint@seaint.org
Subject: Re: Programs for cast-in-place Anchors

 

I found the hilti program not user friendly for doing a single epoxy hold-down... I gave up and hand calc'd it. Maybe for groups of anchors it's better...

How's the simpson one? Not that they have an epoxy I can use yet...

-gm

On Thu, Mar 27, 2008 at 3:02 PM, <Jnapd@aol.com> wrote:

Is this a Simpson or Hilti request ??

 

Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA




Create a Home Theater Like the Pros. Watch the video on AOL Home.




--
-gm

RE: ASCE redundancy factor

I realize that the provisions of "05" have changed, but the question is
specifically in reference to the "02" edition since that is what is
currently adopted here.


Michelle Motchos, PE
Stevens & Wilkinson of South Carolina, Inc.
Columbia, Sc

-----Original Message-----
From: Szuchuan Chang [mailto:szuchuan@gmail.com]
Sent: Friday, March 28, 2008 1:54 PM
To: seaint@seaint.org
Subject: Re: ASCE redundancy factor

ASCE7-05 12.3.4 Redundancy factor is either 1.0 or 1.3. No
interpreting allowed. Your text and your subject are addressing two
different things.

HTH

Szuchuan

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Re: Exposure Categories: ASCE7, IBC

Christopher Banbury wrote:
>
> Where can I find some discussion on the history of the changes to
> Exposure Category? It seems that each code edition rewrites the
> exposure categories.
>
> I already have the paper that investigates the effect of fetch on
> Exposure D and I think I understand why Exposure A went away.
>
> It looks like the ASCE7 definitions have stabilized in the last two
> editions however I'm not sure I understand why the IBC (and especially
> the FBC) appear to depart from ASCE7 so dramatically on Exposure B and C.
>
> I don't really have any specific questions at this point. I'm just
> stirring the pot to see if anyone has some insight.
>
> Thanks in advance.
>
> Christopher Banbury, PE
>
> President
>
>
> <http://usa.autodesk.com/adsk/servlet/mform?id=9131297&siteID=123112&CMP=ILC-GN9219645015>
>
Look in the Commentary to ASCE 7. It has an explanation of the exposure
categories and how you can determine the category.

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Exposure Categories: ASCE7, IBC

Where can I find some discussion on the history of the changes to Exposure Category? It seems that each code edition rewrites the exposure categories.

 

I already have the paper that investigates the effect of fetch on Exposure D and I think I understand why Exposure A went away.

 

It looks like the ASCE7 definitions have stabilized in the last two editions however I’m not sure I understand why the IBC (and especially the FBC) appear to depart from ASCE7 so dramatically on Exposure B and C.

 

I don’t really have any specific questions at this point. I’m just stirring the pot to see if anyone has some insight.

Thanks in advance.

 

Christopher Banbury, PE

President

 

Ark Engineering, Inc.

PO Box 10129, Brooksville, FL 34603

22 North Broad ST, Brooksville, FL 34601

Phone: (352) 754-2424

Fax: (352) 754-2412

www.arkengineering.net

 

 

 

Re: ASCE redundancy factor

ASCE7-05 12.3.4 Redundancy factor is either 1.0 or 1.3. No
interpreting allowed. Your text and your subject are addressing two
different things.

HTH

Szuchuan

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Re: Archiving Trade Magazines

On Mar 28, 2008, at 10:58 AM, Chris Slater wrote:

> Probably violate copyrights I suppose, but can you imagine being able
> to put all of that stuff in one, search-able place?
I've imagined something of the sort from time to time, but the work
of scanning it all simply isn't worth it. It'd take me years.

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/~chrisw/

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Re: Archiving Trade Magazines

In a message dated 3/28/08 9:18:15 AM, chrisw@skypoint.com writes:
I think I may 
start with my heaps of floppy disks.

As someone said "Digital info will last five years or forever, whichever comes first."  :)

That pretty much takes care of the floppy problem.

Ralph



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Re: Archiving Trade Magazines

I dug out those old articles a few times.  Seems 4:5 times, the article is no longer valid, outdated, superceeded, etc; or it just didn't progress and things aren't done that way.

>>> On 3/28/2008 at 10:52 AM, Christopher Wright <chrisw@skypoint.com> wrote:

On Mar 28, 2008, at 6:33 AM, G Vishwanath wrote:

> I was an inveterate collector.
I'm facing that  issue at this point. My office is a giant archive of 
stuff, much of which hasn't seen the light of day in years. But you 
never can tell when something's going to come in handy… I think I may 
start with my heaps of floppy disks.

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/~chrisw/



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Re: Archiving Trade Magazines

It would be an interesting project to scan a lot of that material and
store it somewhere with tags on it.

Probably violate copyrights I suppose, but can you imagine being able
to put all of that stuff in one, search-able place?

Chris

On Fri, Mar 28, 2008 at 8:52 AM, Christopher Wright <chrisw@skypoint.com> wrote:
>
> On Mar 28, 2008, at 6:33 AM, G Vishwanath wrote:
>
> > I was an inveterate collector.
> I'm facing that issue at this point. My office is a giant archive of
> stuff, much of which hasn't seen the light of day in years. But you
> never can tell when something's going to come in handy… I think I may
> start with my heaps of floppy disks.
>
> 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/~chrisw/
>
>
>
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Re: Archiving Trade Magazines

On Mar 28, 2008, at 6:33 AM, G Vishwanath wrote:

> I was an inveterate collector.
I'm facing that issue at this point. My office is a giant archive of
stuff, much of which hasn't seen the light of day in years. But you
never can tell when something's going to come in handy… I think I may
start with my heaps of floppy disks.

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/~chrisw/

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* Association of Southern California (SEAOSC) server. To
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Re: NYC building Code and AISC 13th edition

thanks Ken!
----- Original Message -----
From: Ken Loush
Sent: Friday, March 28, 2008 10:53 AM
Subject: RE: NYC building Code and AISC 13th edition

Ken:
 
Check out this link http://www.nyc.gov/html/dob/downloads/bldgs_code/bcrs10.pdf.  Reference Standard 10 lists all applicable national standards for the current code.  
 
In June of this year, NYC is scheduled to update their building code - their version of the IBC   http://www.nyc.gov/html/dob/downloads/pdf/cc_chapter16.pdf
 
Good Luck.
 
Ken Loush
Eastern Exterior Wall Systems, Inc.
Bethlehem, PA


From: Ken Peoples [mailto:kspeoples@lvta.net]
Sent: Friday, March 28, 2008 10:05 AM
To: seaint@seaint.org
Subject: NYC building Code and AISC 13th edition

We are doing some structural steel connection design for a project in NYC and the EOR wants us to use the 9th edition AISC.  The reasoning he gives is this:
 
The New York city code does not recognize the 13th edition for ASD, all connection design needs to be done to AISC ASD 335-89s1 (i.e 9th edition)

I find this difficult to believe.  Can any of you tell me if this is true?

Thanks for your help,

Best regards,


Kenneth S. Peoples, P.E.


Lehigh Valley Technical Associates, Inc.
1584 Weaversville Road
Northampton, PA 18067

Phone:  610-262-6345
Fax:      610-262-8188
Email:   kpeoples@lvta.net

RE: NYC building Code and AISC 13th edition

Ken:
 
Check out this link http://www.nyc.gov/html/dob/downloads/bldgs_code/bcrs10.pdf.  Reference Standard 10 lists all applicable national standards for the current code.  
 
In June of this year, NYC is scheduled to update their building code - their version of the IBC   http://www.nyc.gov/html/dob/downloads/pdf/cc_chapter16.pdf
 
Good Luck.
 
Ken Loush
Eastern Exterior Wall Systems, Inc.
Bethlehem, PA


From: Ken Peoples [mailto:kspeoples@lvta.net]
Sent: Friday, March 28, 2008 10:05 AM
To: seaint@seaint.org
Subject: NYC building Code and AISC 13th edition

We are doing some structural steel connection design for a project in NYC and the EOR wants us to use the 9th edition AISC.  The reasoning he gives is this:
 
The New York city code does not recognize the 13th edition for ASD, all connection design needs to be done to AISC ASD 335-89s1 (i.e 9th edition)

I find this difficult to believe.  Can any of you tell me if this is true?

Thanks for your help,

Best regards,


Kenneth S. Peoples, P.E.


Lehigh Valley Technical Associates, Inc.
1584 Weaversville Road
Northampton, PA 18067

Phone:  610-262-6345
Fax:      610-262-8188
Email:   kpeoples@lvta.net

NYC building Code and AISC 13th edition

We are doing some structural steel connection design for a project in NYC and the EOR wants us to use the 9th edition AISC.  The reasoning he gives is this:
 
The New York city code does not recognize the 13th edition for ASD, all connection design needs to be done to AISC ASD 335-89s1 (i.e 9th edition)

I find this difficult to believe.  Can any of you tell me if this is true?

Thanks for your help,

Best regards,


Kenneth S. Peoples, P.E.


Lehigh Valley Technical Associates, Inc.
1584 Weaversville Road
Northampton, PA 18067

Phone:  610-262-6345
Fax:      610-262-8188
Email:   kpeoples@lvta.net

RE: Programs for cast-in-place Anchors

I agree on the difficulty of using the Hilti program.  I, too, gave up on it and hand-calculated the anchors.

 

 

Bob

 


From: Gerard Madden, SE [mailto:gmse4603@gmail.com]
Sent: Thursday, March 27, 2008 5:15 PM
To: seaint@seaint.org
Subject: Re: Programs for cast-in-place Anchors

 

I found the hilti program not user friendly for doing a single epoxy hold-down... I gave up and hand calc'd it. Maybe for groups of anchors it's better...

How's the simpson one? Not that they have an epoxy I can use yet...

-gm

On Thu, Mar 27, 2008 at 3:02 PM, <Jnapd@aol.com> wrote:

Is this a Simpson or Hilti request ??

 

Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA




Create a Home Theater Like the Pros. Watch the video on AOL Home.




--
-gm