Structural Engineering: 2009-02-08

Saturday, February 14, 2009

Re:

I'll try, but I had the Roast Beef and it was a bit gristly.

William L. Polhemus, Jr. P.E.

Via iPhone 3G

On Feb 14, 2009, at 11:12 AM, jack FAHEY <jagf111@yahoo.com> wrote:

digest

Response Characteristics of PR Connection

Has anyone here done any work with establishing PR connection response
using "analytical means" (ref. AISC 360-05 Par. B3.6b.(b)?

I'd like some suggestions for software, method of approach, etc.

Thanks.

William L. Polhemus, Jr. P.E.
Via iPhone 3G

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RE: Plotting pdf

Hey! That's cool! I espec like the region print facility.

I'm going to test-drive it.

Thanks

-----Original Message-----
From: Adair, Joel [mailto:jadair@shwgroup.com]
Sent: Friday, February 13, 2009 1:39 PM
To: seaint@seaint.org
Subject: RE: Plotting pdf

My favorite alternate to Acrobat Reader for plotting PDFs of drawings is Brave Reader:

http://www.bravaviewer.com/

It’s not as polished of a program as is Acrobat, but it gives you much more control over printing. For instance, you can window the exact area you want to print, then print it at exactly half-scale (or 3/4 scale, or 1.5:1, or 103.5% to correct an old as-built drawing that was copied a little too small – whatever you need). It also has some measuring tools that can come in handy. It’s also great for TIFFs, if you get ever get scanned images in that format.

You might give their free reader a try and see if you have any better luck with that.

-- Joel

Joel Adair, PE

SHW Group

Plano, TX

From: Thor Tandy [mailto:vicpeng@telus.net]
Sent: Saturday, February 07, 2009 4:39 PM
To: SEAINT
Subject: Plotting pdf

I have an HP Designjet 200 (C3181A). Since getting Acrobat reader version 8 I have had trouble plotting.

1) I have noticed that 200KB pdf files are inflating to 10MB ????

2) Shaded parts get messed up.

3) Plotted image layout goes crazy sometimes.

4) Usually get "error" message on plotter and print queue and the plotter hangs.

5) I manage to get the odd pdf image to plot correctly.

Acrobat, customer service, of course, hasn't a clue why the problem, and I'm so in the dark ages with hardware that they probably don't want to help anyway.

Does anyone have any ideas for a techy retard.

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

NOTICE:
This e-mail transmission is intended only for the use of the individual or entity named above and may contain information that is confidential, privileged, and/or exempt from disclosure under applicable law. If you are not the intended recipient, you are hereby notified that any review, disclosure, copying, distribution, or other use of any of the information contained in this transmission is strictly prohibited. If you have received this transmission in error, please immediately notify the sender by e-mail at the above address and delete it from your computer system; you should not copy the message or disclose its contents to anyone. The content of the message and or attachments may not reflect the view and opinions of the originating company or any party it is representing.

Re: No Subject

In a message dated 2/14/09 9:13:30 AM, jagf111@yahoo.com writes:

digest

Digested!

**************
The year's hottest artists on the red carpet at the Grammy Awards. AOL Music takes you there. (http://music.aol.com/grammys?ncid=emlcntusmusi00000004)

digest

phd thesis

I am a PHD earthquake engineering student. I have searched for a subject to my PHD thesis, in the field of performance based design, intensity measure, reliability evaluation, loss estimation and risk assessment. I read a lot of papers and researches in above fields. But I can not choose a subject to my thesis. I want to ask if it is possible to anyone, guide me and propose me an appropriate and new subject for my PHD thesis.

Thanks a lot.

Friday, February 13, 2009

Re: DOS to Windows Printing Problem

The issue is likely due to a proper print driver and a way to map the printer to a LPT1: (parallel port) even if it is a USB printer. An older DOS program will not have a direct print drive for such a new printer, but you can likely try an older LaserJet printer (using PCL language or PostScript if it is a postscript laser printer).

Mapping to the LPT1: is a little more of a challenge...I don’t recall how to do that...I would have remember how to do it...it has been a LONG time since I have used DOS.

Another way would be to select a printer driver that might be compatible with the printer and then use a print to file (which most programs do have) and then use Windoze to dump that file to the printer.

And Joel’s method seems like it might work as well, but I have never tried it.

Regards,

Scott
Adrian, MI

On 2/13/09 2:15 PM, "Daryl Richardson" <h.d.richardson@shaw.ca> wrote:

Fellow engineers,

        I've just replaced my old Epson EPL 7000 printer (which prints from the parallel port) with a new HP LaserJet 1018 printer (which prints from a UPS hub) for reasons of toner cost and availability for the old printer. I am using Windows XP Professional as an operating system.

        My problem is that I am also using a DOS based spreadsheet (PlanPerfect version 5) winch is compatible with DOS based WordPerfect version 5 as far as exchanging information is concerned; and I can not get either program to print directly to the new printer. The printer does work with newer programs.

        I can export PlanPerfect spreadsheets to WordPerfect 5 and on to WordPerfect 10 with some reformatting required. I can also export to Lotus 123 and on to Excel with some reformatting required. I would rather find a way to print directly. Rewriting the PlanPerfect spreadsheets in Lotus or Excel is a job that would take weeks, which I do not want to spend in this effort.

        Any ideas?

        Thanks in advance for any help you can provide.

Regards,

H. Daryl Richardson

RE: Plotting pdf

My favorite alternate to Acrobat Reader for plotting PDFs of drawings is Brave Reader:

http://www.bravaviewer.com/

It’s not as polished of a program as is Acrobat, but it gives you much more control over printing. For instance, you can window the exact area you want to print, then print it at exactly half-scale (or 3/4 scale, or 1.5:1, or 103.5% to correct an old as-built drawing that was copied a little too small – whatever you need). It also has some measuring tools that can come in handy. It’s also great for TIFFs, if you get ever get scanned images in that format.

You might give their free reader a try and see if you have any better luck with that.

-- Joel

Joel Adair, PE

SHW Group

Plano, TX

From: Thor Tandy [mailto:vicpeng@telus.net]
Sent: Saturday, February 07, 2009 4:39 PM
To: SEAINT
Subject: Plotting pdf

I have an HP Designjet 200 (C3181A). Since getting Acrobat reader version 8 I have had trouble plotting.

1) I have noticed that 200KB pdf files are inflating to 10MB ????

2) Shaded parts get messed up.

3) Plotted image layout goes crazy sometimes.

4) Usually get "error" message on plotter and print queue and the plotter hangs.

5) I manage to get the odd pdf image to plot correctly.

Acrobat, customer service, of course, hasn't a clue why the problem, and I'm so in the dark ages with hardware that they probably don't want to help anyway.

Does anyone have any ideas for a techy retard.

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

NOTICE:
This e-mail transmission is intended only for the use of the individual or entity named above and may contain information that is confidential, privileged, and/or exempt from disclosure under applicable law. If you are not the intended recipient, you are hereby notified that any review, disclosure, copying, distribution, or other use of any of the information contained in this transmission is strictly prohibited. If you have received this transmission in error, please immediately notify the sender by e-mail at the above address and delete it from your computer system; you should not copy the message or disclose its contents to anyone. The content of the message and or attachments may not reflect the view and opinions of the originating company or any party it is representing.

ICC evaluation process

I’m working on a project for a solar panel racking system at the moment. After researching the clips that go on the standing seam metal roof and inquiring about ICC approval, a rep from the company called me back and said, “We’re working our way through the process, but we need help from an engineer who is familiar with ICC. Can you help us?” I don’t have this experience, but wondered if anyone on the list who does would be interested in a consulting gig to shepherd these guys through the approval process.

regards,

Gordon Goodell

RE: DOS to Windows Printing Problem

We had to deal with this when I worked for a former employer. You have to share the printer (even if you’re not on a network), then use the “net use” command from a DOS command prompt to assign the LPT1 port (or whatever port your software sends print data to) to the shared printer. I don’t recall the exact syntax, but Google for “dos print net use”, and you should be able to find some instructions on the Microsoft knowledge base or somewhere else.

Hope that helps.

-- Joel

From: Daryl Richardson [mailto:h.d.richardson@shaw.ca]
Sent: Friday, February 13, 2009 1:15 PM
To: seaint@seaint.org
Subject: DOS to Windows Printing Problem

Fellow engineers,

I've just replaced my old Epson EPL 7000 printer (which prints from the parallel port) with a new HP LaserJet 1018 printer (which prints from a UPS hub) for reasons of toner cost and availability for the old printer. I am using Windows XP Professional as an operating system.

My problem is that I am also using a DOS based spreadsheet (PlanPerfect version 5) winch is compatible with DOS based WordPerfect version 5 as far as exchanging information is concerned; and I can not get either program to print directly to the new printer. The printer does work with newer programs.

I can export PlanPerfect spreadsheets to WordPerfect 5 and on to WordPerfect 10 with some reformatting required. I can also export to Lotus 123 and on to Excel with some reformatting required. I would rather find a way to print directly. Rewriting the PlanPerfect spreadsheets in Lotus or Excel is a job that would take weeks, which I do not want to spend in this effort.

Any ideas?

Thanks in advance for any help you can provide.

Regards,

H. Daryl Richardson

DOS to Windows Printing Problem

Fellow engineers,

Any ideas?

Thanks in advance for any help you can provide.

Regards,

H. Daryl Richardson

Thursday, February 12, 2009

Re: Drag Connections to Concrete Tilt-up

Oh,

One other way is to put Two Channels, one on each side of the shearwall at the top like ledgers (C15's). Run those out beyond the edge of the wall where you can weld plates to connect them to the WF collector beam. The wall thickness should match the flange width so they can lap and you can drop your WF beam in from above.

-gm

On Thu, Feb 12, 2009 at 10:34 PM, Gerard Madden, SE <gmse4603@gmail.com> wrote:

Joe,

Are those forces already multiplied by Omega for collector design already? If not, your diaphragm might not be able to transfer that load into the WF unless you have concrete fill o/ the metal deck.

Dave is correct in the futility of trying to get that into a thin panel.

A couple of things I've done in the past, but it requires a thicker wall (at least at the top)....

- Cast a steel beam full length with the panel at the top with 2 rows of nelson studs on the bottom flange. You can thin it out a bit once you get below the WF to a thickness that works for your shear... I would recomend at least 3" of cover to the sides of the flange tips and 24" below the bottom of the WF (Or jjust make the whole wall thicker). Have the ends of the beam stick out/cantilever a foot or so. Then use a shear tab with 2 rows of bolts to connect your WF beam to the embedded WF beam. Use 1 row to carry the gravity load and the other row to transfer the collector force. If the two rows of bolts is not enough to transfer the force, then field weld the top flanges together to make a full pen weld and neglect the bolts for transfer of force, If that's still not enough, then also weld the bottom flanges CJP. Welding the flanges allows you to use the flange area (0.9 x Tf x Bf x Fy ) to transfer the force. The force is then dissipated in the tilt panel by shear transfer from the headed studs. This way is the cleanest and easiest to build in my opinion.

- Another way is to cap the shearwall with a channel and headed studs, then let the WF beam run over the top and stitch weld the bottom flange to the back side of the web of the channel. You will also need alot of chord steel on either side of the headed studs to develop the force out of the wall. This might work if your force level is already at omega level.

- The drag bar idea with a steel bracket is feasible with an end plate, but it's a b!tch to install, never seems to get done right during placement and doesn't give you a lot of tolerance. You need a very thick plate and big huge A706 bars welded to the back of the plate. You need to splice them to bars inside the panel using groove welds and angle splice or couplers.

anyway, hope this might help.

-g

-
On Thu, Feb 12, 2009 at 3:53 PM, Joe Goldbronn <jgoldbronn@barrish.com> wrote:

I was looking for a good source, website or book, for higher end drag connections to concrete tilt-ups. The forces I have are in the range of 200k-300k and is to be attached with a wide flange at the ends of the panel. Any help would be appreciated.

Joe Goldbronn

Re: Drag Connections to Concrete Tilt-up

Joe,

Are those forces already multiplied by Omega for collector design already? If not, your diaphragm might not be able to transfer that load into the WF unless you have concrete fill o/ the metal deck.

Dave is correct in the futility of trying to get that into a thin panel.

A couple of things I've done in the past, but it requires a thicker wall (at least at the top)....

- Cast a steel beam full length with the panel at the top with 2 rows of nelson studs on the bottom flange. You can thin it out a bit once you get below the WF to a thickness that works for your shear... I would recomend at least 3" of cover to the sides of the flange tips and 24" below the bottom of the WF (Or jjust make the whole wall thicker). Have the ends of the beam stick out/cantilever a foot or so. Then use a shear tab with 2 rows of bolts to connect your WF beam to the embedded WF beam. Use 1 row to carry the gravity load and the other row to transfer the collector force. If the two rows of bolts is not enough to transfer the force, then field weld the top flanges together to make a full pen weld and neglect the bolts for transfer of force, If that's still not enough, then also weld the bottom flanges CJP. Welding the flanges allows you to use the flange area (0.9 x Tf x Bf x Fy ) to transfer the force. The force is then dissipated in the tilt panel by shear transfer from the headed studs. This way is the cleanest and easiest to build in my opinion.

- Another way is to cap the shearwall with a channel and headed studs, then let the WF beam run over the top and stitch weld the bottom flange to the back side of the web of the channel. You will also need alot of chord steel on either side of the headed studs to develop the force out of the wall. This might work if your force level is already at omega level.

- The drag bar idea with a steel bracket is feasible with an end plate, but it's a b!tch to install, never seems to get done right during placement and doesn't give you a lot of tolerance. You need a very thick plate and big huge A706 bars welded to the back of the plate. You need to splice them to bars inside the panel using groove welds and angle splice or couplers.

anyway, hope this might help.

-g

-

On Thu, Feb 12, 2009 at 3:53 PM, Joe Goldbronn <jgoldbronn@barrish.com> wrote:

I was looking for a good source, website or book, for higher end drag connections to concrete tilt-ups. The forces I have are in the range of 200k-300k and is to be attached with a wide flange at the ends of the panel. Any help would be appreciated.

Joe Goldbronn

Re: Drag Connections to Concrete Tilt-up

Good luck transferring those forces to an 8" panel...

On Thu, Feb 12, 2009 at 3:53 PM, Joe Goldbronn <jgoldbronn@barrish.com> wrote:

I was looking for a good source, website or book, for higher end drag connections to concrete tilt-ups. The forces I have are in the range of 200k-300k and is to be attached with a wide flange at the ends of the panel. Any help would be appreciated.

Joe Goldbronn

--
David Topete, SE

RE: Drag Connections to Concrete Tilt-up

I would detail that with a single shear plate welded to beam flange and welded to a face plate at the end of the wall. On the other side of the faceplate would be an adequate number of rebar [A=300k/(0.9*60ksi) = 5.55sq. in.] welded to the plate and extended into the wall long enough to develop the full capacity of the rebar. Vertical support of the beam can be achieved by a steel shelf angle that is also attached to the faceplate.

Don’t have any recommendations for websites or books, though.

Doug Mayer, SE

From: Joe Goldbronn [mailto:jgoldbronn@barrish.com]
Sent: Thursday, February 12, 2009 3:54 PM
To: seaint@seaint.org
Subject: Drag Connections to Concrete Tilt-up

I was looking for a good source, website or book, for higher end drag connections to concrete tilt-ups. The forces I have are in the range of 200k-300k and is to be attached with a wide flange at the ends of the panel. Any help would be appreciated.

Joe Goldbronn

Drag Connections to Concrete Tilt-up

Joe Goldbronn

RE: Scott & Joe in Recovery after Kidney Transplant

It appears that the pain killers are working fine.

Godspeed on your recovery, Scott. Bashing of code writers is going on
unabated during your absence.

:o)

T. William (Bill) Allen, S.E.
ALLEN DESIGNS
Consulting Structural Engineers
V (949) 248-8588 . F(949) 209-2509

-----Original Message-----
From: Scott Maxwell [mailto:smaxwell@umich.edu]
Sent: Wednesday, February 11, 2009 3:56 PM
To: seaint@seaint.org
Subject: Re: Scott & Joe in Recovery after Kidney Transplant

I am now up in my room (it is almost 7 pm here).

I am doing rather well.

Well, I am a bit, so will leave you with for now.

Scott

..... Original Message .......
On Wed, 11 Feb 2009 13:16:48 -0800 "Dennis Wish" <dennis.wish@verizon.net>
wrote:
>Just a short note to let everyone know that I just logged on to the U of
Michigan Health System CarePages Services and found that both Scott and Joe
came out of surgery approximately 3 hours ago:
>
>
>
>
>
>"Posted 3 hours ago
>
>It is 1:24PM - Joe has been in recovery for several hours. Scott
>has just gone to recovery. Scott will be pretty out of it for
>another 4 hours or so. But so far all has gone well. What an
>incredible gift. God bless Joe Kaz!"
>
>I'll try to keep you updated on their Progress.
>
>
>
>
>
>Sincerely,
>
>
>
>Dennis S. Wish
>
>
>
>Dennis S. Wish, PE
>
>California Professional Engineer (C-41250)
>
>Structural Engineering
>
>54625 Avenida Bermudas
>
>La Quinta, CA. 92253
>
>
>
>Phone: 760.564.0884 (phone, fax and messages)
>
>dennis.wish@verizon.net
>
>
>

RE: Saw Cut joints in concrete walls

The only time I have seen concrete not crack was when the concrete contractor really knew what he was doing. There were water reducing admixtures added (not just a hob nob addition but a careful designed mix) and, this I believe was the real reason it worked, a controlled cure cycle using misters and a protected environment. I believe after this concrete can be placed with no cracks, just is it worth the money for what is really a non-structural issue. Epoxy the cracks that don't follow the saw cuts and have the painters come in. The slab I saw being placed was for a mill and would have machinery placed on it. The slab was a continuous pour and even varied in depth from 6" to 12". No rebar all fiber for reinforcing

Wednesday, February 11, 2009

RE: Conversion of Excel to Word

Thank you for your kind reply. As u mentioned I have 2 background sheets for calculation.

I am still searching for any more help, before starting that painful job.

Regards

ARUNKUMAR C

Great power comes with great responsibilities.

Please Save trees, print only when necessary.

From: Richard Calvert [mailto:RichardC@lbbe.com]
Sent: Wednesday, February 11, 2009 6:50 PM
To: seaint@seaint.org
Subject: RE: Conversion of Excel to Word

Conversion like this can be done, but only in a very painful manner from what I know (likely exactly what your doing). If you use Insert>Object>MS Excel then it will be editable, but word will not recognize fields from two separated objects… thus your doc would need to be nothing but the entire spread sheet. This is painful if you’re other sheets or cells to perform background calculations. I do recommend TEDDS from CSC in the future for you, but as for your current situation the best I can say is good luck.

Richard Calvert

Project Engineer

Re: Scott & Joe in Recovery after Kidney Transplant

I am now up in my room (it is almost 7 pm here).

I am doing rather well.

Well, I am a bit, so will leave you with for now.

Scott

..... Original Message .......
On Wed, 11 Feb 2009 13:16:48 -0800 "Dennis Wish" <dennis.wish@verizon.net> wrote:
>Just a short note to let everyone know that I just logged on to the U of Michigan Health System CarePages Services and found that both Scott and Joe came out of surgery approximately 3 hours ago:
>
>
>
>
>
>"Posted 3 hours ago
>
>It is 1:24PM - Joe has been in recovery for several hours. Scott
>has just gone to recovery. Scott will be pretty out of it for
>another 4 hours or so. But so far all has gone well. What an
>incredible gift. God bless Joe Kaz!"
>
>I'll try to keep you updated on their Progress.
>
>
>
>
>
>Sincerely,
>
>
>
>Dennis S. Wish
>
>
>
>Dennis S. Wish, PE
>
>California Professional Engineer (C-41250)
>
>Structural Engineering
>
>54625 Avenida Bermudas
>
>La Quinta, CA. 92253
>
>
>
>Phone: 760.564.0884 (phone, fax and messages)
>
>dennis.wish@verizon.net
>
>
>

RE: Saw Cut joints in concrete walls

Paul, Suresh, and others:

Thank you for your input.

Gautam

From: Rhkratzse@aol.com [mailto:Rhkratzse@aol.com]
Sent: Wednesday, February 11, 2009 11:35 AM
To: Suresh.Acharya@ci.concord.ca.us; seaint@seaint.org
Subject: Re: Saw Cut joints in concrete walls

In a message dated 2/11/09 11:22:36 AM, Suresh.Acharya@ci.concord.ca.us writes:

FYI, for walls I specify beveled pieces of wood nailed to the formwork to create control joints. If the wall is long, consider specifying expansion joints (complete separation) also -- at 3 x height intervals or less; and where geometry changes abruptly.

Suresh Acharya, S.E.

Excellent suggestions!

Ralph

From: Gautam Manandhar [mailto:Gautam_Manandhar@ci.richmond.ca.us]
Sent: Wednesday, February 11, 2009 10:08 AM
To: seaint@seaint.org
Subject: Saw Cut joints in concrete walls

List members:

I was recently asked a question on how soon a contractor can saw cut a 12 in concrete wall (boundary wall) to install crack control joints. The wall is free standing and varies from 5 to 10 feet in height. No expansion joints were planned. The rebar is in and concrete ready for pour.

Since a lot of the cracks are caused as the concrete dries and shrinks, it would seem appropriate to provide a saw cut as soon as possible. ACI requires concrete to be cured for at least one week (regular concrete).

I would appreciate your insight.

Gautam Manandhar, SE

**************
Nothing says I love you like flowers! Find a florist near you now. (http://yellowpages.aol.com/search?query=florist&ncid=emlcntusyelp00000001)

Scott & Joe in Recovery after Kidney Transplant

Just a short note to let everyone know that I just logged on to the U of Michigan Health System CarePages Services and found that both Scott and Joe came out of surgery approximately 3 hours ago:

“Posted 3 hours ago

It is 1:24PM - Joe has been in recovery for several hours. Scott
has just gone to recovery. Scott will be pretty out of it for
another 4 hours or so. But so far all has gone well. What an
incredible gift. God bless Joe Kaz!”

I’ll try to keep you updated on their Progress.

Sincerely,

Dennis S. Wish

Dennis S. Wish, PE

California Professional Engineer (C-41250)

Structural Engineering

54625 Avenida Bermudas

La Quinta, CA. 92253

Phone: 760.564.0884 (phone, fax and messages)

dennis.wish@verizon.net

Re: Saw Cut joints in concrete walls

In a message dated 2/11/09 11:22:36 AM, Suresh.Acharya@ci.concord.ca.us writes:

FYI, for walls I specify beveled pieces of wood nailed to the formwork to create control joints. If the wall is long, consider specifying expansion joints (complete separation) also -- at 3 x height intervals or less; and where geometry changes abruptly.

Suresh Acharya, S.E.

Re: Saw Cut joints in concrete walls

In a message dated 2/11/09 10:50:52 AM, PFeather@se-solutions.net writes:

I have seen vertical shrinkage cracks 5 inches away from a sawcut.

One of my secret little chuckles (I'm easily entertained) is seeing cracks in walls or slabs RIGHT BESIDE a troweled or other "shrinkage" joint. It's SO common. (Also, notice how little pointed bits of sidewalk slabs tend to break off, as we know they will. And how embedded railing posts, or even small holes, attract cracks.)

OTOH I once provided TWICE the code-minimum wall rebar, just to see if it would prevent shrinkage cracking. It didn't.

And another time the contractor accidentally omitted the joints in two ballroom floor slabs. The large one didn't crack at all; the small one did. Go figure!

Ralph Hueston Kratz, S.E.
Richmond CA USA

**************
Nothing says I love you like flowers! Find a florist near you now. (http://yellowpages.aol.com/search?query=florist&ncid=emlcntusyelp00000001)

RE: Saw Cut joints in concrete walls

Suresh Acharya, S.E.

From: Gautam Manandhar [mailto:Gautam_Manandhar@ci.richmond.ca.us]
Sent: Wednesday, February 11, 2009 10:08 AM
To: seaint@seaint.org
Subject: Saw Cut joints in concrete walls

List members:

I was recently asked a question on how soon a contractor can saw cut a 12 in concrete wall (boundary wall) to install crack control joints. The wall is free standing and varies from 5 to 10 feet in height. No expansion joints were planned. The rebar is in and concrete ready for pour.

Since a lot of the cracks are caused as the concrete dries and shrinks, it would seem appropriate to provide a saw cut as soon as possible. ACI requires concrete to be cured for at least one week (regular concrete).

I would appreciate your insight.

Gautam Manandhar, SE

RE: Saw Cut joints in concrete walls

Crack control requires the reinforcing be discontinuous at the joint. Whether it is a wall or even a simple slab on grade. The purist approach is to completely terminate the reinforcing each side of the control joint and use smooth slip dowels for the shear interlock. The other option is to cut 50 percent of the reinforcing, but I have seen good and bad results with this.

For a wall I usually spec slip dowels and also use a chamfer strip on the forms.

If the reinforcing is continuous, the wall will not even realize the sawcuts are there and will crack where tension from shrinkage is greatest. I have seen vertical shrinkage cracks 5 inches away from a sawcut. The cracks micro-form long before the saw cut is applied, and the continuous bonded deformed reinforcement does not permit formation of a designated failure plane.

Paul Feather PE, SE

pfeather@SE-Solutions.net

www.SE-Solutions.net

From: Gautam Manandhar [mailto:Gautam_Manandhar@ci.richmond.ca.us]
Sent: Wednesday, February 11, 2009 10:37 AM
To: seaint@seaint.org
Subject: RE: Saw Cut joints in concrete walls

Paul:

I do not believe the wall has been poured yet. I do not know that the reinforcing is – I’d presume it would be two layers as it is 12 inch thick. The architect would like to control the shrinkage cracks by hopefully directing it to the control joint.

Gautam Manandhar, SE

From: Paul Feather [mailto:PFeather@se-solutions.net]
Sent: Wednesday, February 11, 2009 10:12 AM
To: seaint@seaint.org
Subject: RE: Saw Cut joints in concrete walls

If the wall is already placed and the reinforcing is fully continuous in two layers, saw cuts will be completely ineffective and are a waste of time. Crack control needs to be planned in the wall construction.

Paul Feather PE, SE

pfeather@SE-Solutions.net

www.SE-Solutions.net

From: Gautam Manandhar [mailto:Gautam_Manandhar@ci.richmond.ca.us]
Sent: Wednesday, February 11, 2009 10:08 AM
To: seaint@seaint.org
Subject: Saw Cut joints in concrete walls

List members:

I was recently asked a question on how soon a contractor can saw cut a 12 in concrete wall (boundary wall) to install crack control joints. The wall is free standing and varies from 5 to 10 feet in height. No expansion joints were planned. The rebar is in and concrete ready for pour.

Since a lot of the cracks are caused as the concrete dries and shrinks, it would seem appropriate to provide a saw cut as soon as possible. ACI requires concrete to be cured for at least one week (regular concrete).

I would appreciate your insight.

Gautam Manandhar, SE

Re: CT Equipment

By the way. Don't forget the table. Approximately 1200 lbs.

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

In a message dated 2/11/2009 10:06:44 A.M. Pacific Standard Time, jason@wcaeng.com writes:

I have a medical office building that I am designing. The owner would like a CT machine but does not know which model, so he can't give me the operation weight. Does anyone have an idea (for preliminary purposes) what these weight, I think it is going to be a 16 slice machine if that helps.

Jason

The year's hottest artists on the red carpet at the Grammy Awards. AOL Music takes you there.

Re: CT Equipment

Jason:

CT is approximately 4000 lbs. PET/CT would be different.

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

In a message dated 2/11/2009 10:06:44 A.M. Pacific Standard Time, jason@wcaeng.com writes:

I have a medical office building that I am designing. The owner would like a CT machine but does not know which model, so he can't give me the operation weight. Does anyone have an idea (for preliminary purposes) what these weight, I think it is going to be a 16 slice machine if that helps.

Jason

The year's hottest artists on the red carpet at the Grammy Awards. AOL Music takes you there.

RE: Saw Cut joints in concrete walls

Paul:

I do not believe the wall has been poured yet. I do not know that the reinforcing is – I’d presume it would be two layers as it is 12 inch thick. The architect would like to control the shrinkage cracks by hopefully directing it to the control joint.

Gautam Manandhar, SE

From: Paul Feather [mailto:PFeather@se-solutions.net]
Sent: Wednesday, February 11, 2009 10:12 AM
To: seaint@seaint.org
Subject: RE: Saw Cut joints in concrete walls

If the wall is already placed and the reinforcing is fully continuous in two layers, saw cuts will be completely ineffective and are a waste of time. Crack control needs to be planned in the wall construction.

Paul Feather PE, SE

pfeather@SE-Solutions.net

www.SE-Solutions.net

From: Gautam Manandhar [mailto:Gautam_Manandhar@ci.richmond.ca.us]
Sent: Wednesday, February 11, 2009 10:08 AM
To: seaint@seaint.org
Subject: Saw Cut joints in concrete walls

List members:

I was recently asked a question on how soon a contractor can saw cut a 12 in concrete wall (boundary wall) to install crack control joints. The wall is free standing and varies from 5 to 10 feet in height. No expansion joints were planned. The rebar is in and concrete ready for pour.

Since a lot of the cracks are caused as the concrete dries and shrinks, it would seem appropriate to provide a saw cut as soon as possible. ACI requires concrete to be cured for at least one week (regular concrete).

I would appreciate your insight.

Gautam Manandhar, SE

RE: Saw Cut joints in concrete walls

Paul Feather PE, SE

pfeather@SE-Solutions.net

www.SE-Solutions.net

From: Gautam Manandhar [mailto:Gautam_Manandhar@ci.richmond.ca.us]
Sent: Wednesday, February 11, 2009 10:08 AM
To: seaint@seaint.org
Subject: Saw Cut joints in concrete walls

List members:

I was recently asked a question on how soon a contractor can saw cut a 12 in concrete wall (boundary wall) to install crack control joints. The wall is free standing and varies from 5 to 10 feet in height. No expansion joints were planned. The rebar is in and concrete ready for pour.

Since a lot of the cracks are caused as the concrete dries and shrinks, it would seem appropriate to provide a saw cut as soon as possible. ACI requires concrete to be cured for at least one week (regular concrete).

I would appreciate your insight.

Gautam Manandhar, SE

Re: CT Equipment

Check OSPHD's website. They have a number of seismic anchorage approval for equipments for install anywhere in California. There is a list on-line of the information. It may have some for CT machines.

http://www.oshpd.state.ca.us/FDD/Pre-Approval/index.html

-gm

On Wed, Feb 11, 2009 at 10:04 AM, Jason Christensen <jason@wcaeng.com> wrote:

I have a medical office building that I am designing. The owner would like a CT machine but does not know which model, so he can't give me the operation weight. Does anyone have an idea (for preliminary purposes) what these weight, I think it is going to be a 16 slice machine if that helps.

Jason

Saw Cut joints in concrete walls

List members:

I would appreciate your insight.

Gautam Manandhar, SE

CT Equipment

I have a medical office building that I am designing. The owner would like a CT machine but does not know which model, so he can’t give me the operation weight. Does anyone have an idea (for preliminary purposes) what these weight, I think it is going to be a 16 slice machine if that helps.

Jason

Re: Conversion of Excel to Word

On Feb 11, 2009, at 12:20 AM, Arun Kumar wrote:

> I made calculation sheets in MS Office EXCEL for the ease of
> calculation. But my deliverable must in MS Office WORD. So I copied
> and paste the whole content from excel to word, in a new file.

I do the same thing with pressure vessel calculations, but I use the
print merge function to fill out each calculation sheet with the
numbers from Excel. You can see how the print merge function works
from the MS Word help. The calculation sheet form is saved with
explanatory text and algebraic expressions with with placeholders for
the Excel data. When you're finished with the Excel calculations, you
write off the data into a text file and use the print merge menu pick
to fill out the sheet.

It makes for very neat calculations that have all the advantages of
automated calculations and all the advantages for appearance and
checking with manual calculation. And it's fast.
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/

RE: Conversion of Excel to Word

Return Receipt

Your RE: Conversion of Excel to Word
document:

was Tom Hunt/AV/FD/FluorCorp
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at: 02/11/2009 06:51:14 PST

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