Structural Engineering: 2007-04-08

Saturday, April 14, 2007

Cranked Beam supported at blockwalls

I have a scenario that I am losing sleep over.
So, I think I would like some opinions from the "been there done that" peoples.

Between two perpendicular wall segments, sketch below

__________________________<wall 1
| | |
| _______| |
| | ^ |
| | < cranked beam |
|____ | |
| |
^wall 2 ^wall 3

there is a cranked beam (torsion beam). Between the cranked beam and
wall 3 is a floor, suspended by the cranked beam and the wall. In
between the cranked beam and wall 2 is a stair. which lands at the
portion of the cranked beam terminating into wall1. total length of
wall 1 is about 28 feet. the stair lands about midway.

the floor uses office live loading 50 psf, and is a joist and deck floor.

Now, wall 2 ends just past the beam and also has a beam landing on it
supporting one wall of load and a roof and one floor length. of the
same joist and deck floor. It is a 12" solid grouted block wall below
into an 8" block wall above. The wall 1 is an 8" block wall solid
grouted below, into an 8" block wall above.

Now, I can design a beam internally to the walls which takes the
cranked beam ends and the torsion loads. However, my main concern is
what the blockwalls can take. I can provide the beam loads tomorrow
morning. My calculations show it can be done, but perhaps I am
missing some elements of surprise... I am happy to share my calcs
with an engineer that would be so happy to gander and give me their
thoughts.

cranked beam size: 10"x 24" with 4 #5 bars top and bott, and 4
intermediate #5 bars spaced in pairs... wall 1 beam is 8"x 48"beam w/
14 #5 bars and #3@3"o.c. stirrups. wall 2 beam is a conjoined beam
12"x 26" beam + 8"x 16" beam. The 12x 26 beam has 4 #5 bars top and
bott and 4 intermediate #5 bars and the 8x16 portion has 8 #5 bars
which round it out. there are two sets of #3@3"o.c. stirrups which
are overlapped about 8 inches.

Best Regards,
Refugio Rochin

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Re: Converting PLT files or AutoCad output to TIFF format

My printer does the same thing for all formats but tiff (plt, pdf,
etc.). I have started archiving to signed PDF, which allows you to
"save as" a tiff file. So my workflow is plot to PDF (I have acrobat,
btw), then save as a tiff for reproduction - I can do the save-as
directly to my USB flash memory or to a temporary location for emailing.

FWIW, My printer requires CCITT Group 4 / LZW compression with a 1 bit
(black/white, monochrome) file, and 400dpi matches the print hardware.
Getting a good match will give you the best chance of getting a good print.

Jordan

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Re: Converting PLT files or AutoCad output to TIFF format

Thor,

It works, but Alex was right - it is just a "printscreen" thing. As I wrote to Dennis privately, drawings can be printed out - and emailed to the printer shop - in the PDF (that's what I usually do). If desired, the PDF may be saved as TIFF or any other format, but the reason for that is not quite clear.

Drawings in PDF are also extremely helpful for sending draft versions to the clients for review and comments.

How's weather there, on the beautiful island of Victoria?

V. Steve Gordin, SE
Irvine CA

----- Original Message -----

From: Thor Tandy

To: seaint@seaint.org

Sent: Saturday, April 14, 2007 15:32

Subject: Re: Converting PLT files or AutoCad output to TIFF format

2005 has it.

Thor
Victoria, BC

S. Gordin wrote:

Dennis,

In AcadLT 07 there is a command "tifout" - check it out in your version!

SG

----- Original Message -----

From: Dennis Wish

To: seaint@seaint.org

Sent: Saturday, April 14, 2007 12:06

Subject: Converting PLT files or AutoCad output to TIFF format

Saturday, April 14, 2007

Does anyone know of a way to convert one of the AutoCad output standards including PLT and DWF files to a TIFF format. Our local blueprinters charge $1.50 a square foot to plot a PLT or DWG file to paper as a black line. These are reproducable simply as a Xerox copy. However, if I can send them a TIFF file the printing charges reduce to $0.27 per square foot. One D size drawing can easily cost $9.00 to plot in PLT format and a full set of plans that are 10 sheets cost $90.00. However, copies from these reduce the cost to $1.62 a sheet if sent to them in TIFF format. If they make copies from the PLT file the copies are Xeroxed the same as if I sent a TIFF file and They would simply be plotting the number of TIFF files I needed. I don't know why this is so costly but I don't want to pay a premium for check plots and the copies can be used to make other copies without degredation.

If anyone knows how to convert an AutoCad format to TIFF please let me know. I am currently using AutoCad Architecture 8 which is the current release and am in the process of learning to maximize my productivity with it.

Thanks

Dennis

Sincerely,

Dennis

Dennis S. Wish, PE

California Professional Engineer

Structural Engineering Consultant

C-41250 (Exp. 3/31/09)

dennis.wish@verizon.net

http://structuralist.spaces.live.com

This message is intended only for the use of the individual or entity to which it is addressed, and may contain information that is privileged, confidential, and exempt from disclosure under applicable law. If the reader of this message is not the intended recipient, or the employee or agent responsible for delivering the message to the intended recipient, you are hereby notified that any dissemination, distribution, or copying of this communication is strictly prohibited. If you have received this communication in error, please notify us immediately by telephone and return the original message to us at the above e-mail. Thank you.

Re: Converting PLT files or AutoCad output to TIFF format

2005 has it.

Thor
Victoria, BC

S. Gordin wrote:

Dennis,

In AcadLT 07 there is a command "tifout" - check it out in your version!

SG

----- Original Message -----

From: Dennis Wish

To: seaint@seaint.org

Sent: Saturday, April 14, 2007 12:06

Subject: Converting PLT files or AutoCad output to TIFF format

Saturday, April 14, 2007

Does anyone know of a way to convert one of the AutoCad output standards including PLT and DWF files to a TIFF format. Our local blueprinters charge $1.50 a square foot to plot a PLT or DWG file to paper as a black line. These are reproducable simply as a Xerox copy. However, if I can send them a TIFF file the printing charges reduce to $0.27 per square foot. One D size drawing can easily cost $9.00 to plot in PLT format and a full set of plans that are 10 sheets cost $90.00. However, copies from these reduce the cost to $1.62 a sheet if sent to them in TIFF format. If they make copies from the PLT file the copies are Xeroxed the same as if I sent a TIFF file and They would simply be plotting the number of TIFF files I needed. I don’t know why this is so costly but I don’t want to pay a premium for check plots and the copies can be used to make other copies without degredation.

If anyone knows how to convert an AutoCad format to TIFF please let me know. I am currently using AutoCad Architecture 8 which is the current release and am in the process of learning to maximize my productivity with it.

Thanks

Dennis

Sincerely,

Dennis

Dennis S. Wish, PE

California Professional Engineer

Structural Engineering Consultant

C-41250 (Exp. 3/31/09)

dennis.wish@verizon.net

http://structuralist.spaces.live.com

This message is intended only for the use of the individual or entity to which it is addressed, and may contain information that is privileged, confidential, and exempt from disclosure under applicable law. If the reader of this message is not the intended recipient, or the employee or agent responsible for delivering the message to the intended recipient, you are hereby notified that any dissemination, distribution, or copying of this communication is strictly prohibited. If you have received this communication in error, please notify us immediately by telephone and return the original message to us at the above e-mail. Thank you.

Re: Converting PLT files or AutoCad output to TIFF format

halo Dennis, I do not know if PLT or DWF converts, but perhaps
TrueView Program has an equivalent to export command for DWG. Export
command sends to Metafile, and then that can be opened in another
paint type program, and saved as TIFF.

2007/4/14, Dennis Wish <dennis.wish@verizon.net>:
>
>
>
>
>
>
>
>
> Saturday, April 14, 2007
>
> Does anyone know of a way to convert one of the AutoCad output standards
> including PLT and DWF files to a TIFF format. Our local blueprinters charge
> $1.50 a square foot to plot a PLT or DWG file to paper as a black line.
> These are reproducable simply as a Xerox copy. However, if I can send them a
> TIFF file the printing charges reduce to $0.27 per square foot. One D size
> drawing can easily cost $9.00 to plot in PLT format and a full set of plans
> that are 10 sheets cost $90.00. However, copies from these reduce the cost
> to $1.62 a sheet if sent to them in TIFF format. If they make copies from
> the PLT file the copies are Xeroxed the same as if I sent a TIFF file and
> They would simply be plotting the number of TIFF files I needed. I don't
> know why this is so costly but I don't want to pay a premium for check plots
> and the copies can be used to make other copies without degredation.
>
>
>
> If anyone knows how to convert an AutoCad format to TIFF please let me know.
> I am currently using AutoCad Architecture 8 which is the current release and
> am in the process of learning to maximize my productivity with it.
>
>
>
> Thanks
>
> Dennis
>
>
>
>
>
>
>
> Sincerely,
>
>
>
> Dennis
>
>
>
> Dennis S. Wish, PE
>
> California Professional Engineer
>
> Structural Engineering Consultant
>
> C-41250 (Exp. 3/31/09)
>
> dennis.wish@verizon.net
>
> http://structuralist.spaces.live.com
>
>
>
>
>
> This message is intended only for the use of the individual or entity to
> which it is addressed, and may contain information that is privileged,
> confidential, and exempt from disclosure under applicable law. If the reader
> of this message is not the intended recipient, or the employee or agent
> responsible for delivering the message to the intended recipient, you are
> hereby notified that any dissemination, distribution, or copying of this
> communication is strictly prohibited. If you have received this
> communication in error, please notify us immediately by telephone and return
> the original message to us at the above e-mail. Thank you.
>
>

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Re: Converting PLT files or AutoCad output to TIFF format

Dear Dennis,

'tifout' is just like a PrintScreen, that is, useless. Sorry.
I would do the following:

1. In Print dialog, choose a pc3 printer settings file named
"PublishToWebPNG.pc3" as your printer.
2. Set up your printing options and paper format (in pixels).
3. 'Print' and save a PNG file; it will look just like a hard copy
(like, say, PDF). Pay attention to resolution and file size.
4. Convert it to TIFF with any freeware image viewer/converter.

p.s. Here at my location, we charge avg. $1.2 per C1 format
(914x594mm) in colour, regardless of format, if it was just lines
without any images. It's a pity we cannot ship paper copies via half
of the globe :). Yet it would work for electronic drafing services, by
the way.

Sincerely,
Alex.
--
Alexander Bausk, bauskas@gmail.com
Specialized in CAD management, engineering, safety assessment.
Ukraine
Feel free to contact - I'm looking for international experience.

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Re: Converting PLT files or AutoCad output to TIFF format

Dennis,

In AcadLT 07 there is a command "tifout" - check it out in your version!

----- Original Message -----

From: Dennis Wish

To: seaint@seaint.org

Sent: Saturday, April 14, 2007 12:06

Subject: Converting PLT files or AutoCad output to TIFF format

Saturday, April 14, 2007

Does anyone know of a way to convert one of the AutoCad output standards including PLT and DWF files to a TIFF format. Our local blueprinters charge $1.50 a square foot to plot a PLT or DWG file to paper as a black line. These are reproducable simply as a Xerox copy. However, if I can send them a TIFF file the printing charges reduce to $0.27 per square foot. One D size drawing can easily cost $9.00 to plot in PLT format and a full set of plans that are 10 sheets cost $90.00. However, copies from these reduce the cost to $1.62 a sheet if sent to them in TIFF format. If they make copies from the PLT file the copies are Xeroxed the same as if I sent a TIFF file and They would simply be plotting the number of TIFF files I needed. I don't know why this is so costly but I don't want to pay a premium for check plots and the copies can be used to make other copies without degredation.

If anyone knows how to convert an AutoCad format to TIFF please let me know. I am currently using AutoCad Architecture 8 which is the current release and am in the process of learning to maximize my productivity with it.

Thanks

Dennis

Sincerely,

Dennis

Dennis S. Wish, PE

California Professional Engineer

Structural Engineering Consultant

C-41250 (Exp. 3/31/09)

dennis.wish@verizon.net

http://structuralist.spaces.live.com

This message is intended only for the use of the individual or entity to which it is addressed, and may contain information that is privileged, confidential, and exempt from disclosure under applicable law. If the reader of this message is not the intended recipient, or the employee or agent responsible for delivering the message to the intended recipient, you are hereby notified that any dissemination, distribution, or copying of this communication is strictly prohibited. If you have received this communication in error, please notify us immediately by telephone and return the original message to us at the above e-mail. Thank you.

Converting PLT files or AutoCad output to TIFF format

Saturday, April 14, 2007

Does anyone know of a way to convert one of the AutoCad output standards including PLT and DWF files to a TIFF format. Our local blueprinters charge $1.50 a square foot to plot a PLT or DWG file to paper as a black line. These are reproducable simply as a Xerox copy. However, if I can send them a TIFF file the printing charges reduce to $0.27 per square foot. One D size drawing can easily cost $9.00 to plot in PLT format and a full set of plans that are 10 sheets cost $90.00. However, copies from these reduce the cost to $1.62 a sheet if sent to them in TIFF format. If they make copies from the PLT file the copies are Xeroxed the same as if I sent a TIFF file and They would simply be plotting the number of TIFF files I needed. I don’t know why this is so costly but I don’t want to pay a premium for check plots and the copies can be used to make other copies without degredation.

If anyone knows how to convert an AutoCad format to TIFF please let me know. I am currently using AutoCad Architecture 8 which is the current release and am in the process of learning to maximize my productivity with it.

Thanks

Dennis

Sincerely,

Dennis

Dennis S. Wish, PE

California Professional Engineer

Structural Engineering Consultant

C-41250 (Exp. 3/31/09)

dennis.wish@verizon.net

http://structuralist.spaces.live.com

This message is intended only for the use of the individual or entity to which it is addressed, and may contain information that is privileged, confidential, and exempt from disclosure under applicable law. If the reader of this message is not the intended recipient, or the employee or agent responsible for delivering the message to the intended recipient, you are hereby notified that any dissemination, distribution, or copying of this communication is strictly prohibited. If you have received this communication in error, please notify us immediately by telephone and return the original message to us at the above e-mail. Thank you.

RE: Converting PLT files or AutoCad output to TIFF format

For plotting to TIFF directly from Autocad you need to create an Autocad (pc3) TIFF Plotter. Then you can print to it from Autocad like any other plotter.

Options>Plot and Publish>Add or Configure Plotters>Add-a-Plotter Wizard>Next>My Computer>Next>Raster File Formats>TIFF (Compressed or Uncompressed)>Next>Next>Next>Finish.

Not sure about converting PLT files.

In order to create a TIFF from a DWF you can use Microsoft Document Image Writer combined with ADR which is now FREE from Autodesk (link below).

The MDIW is a printer that installs automatically with Microsoft Office. You can configure this to print to TIFF although you will also have to configure MDIW for a custom page size (24x36 or whatever you use). Then just print to the MDIW from ADR. If you don’t have Microsoft Office, then from what others are saying, it sounds like you can print to Adobe PDF from ADR and then print to TIFF from there.

Either way I recommend printing your DWG to DWF first because the Autocad “Publish” command allows you to print ALL or some of your layouts at the same time WITHOUT having to change the plotter settings for each layout.

Then you can use ADR to print to PDF or MDIW.

Good luck.

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

Friday, April 13, 2007

RE: California SB 1175 & AB 127

I’ll paraphrase what a contact sent one of our field guys.

AB 127 was included in last Novembers $10.4 Billion school bond measure, which passed. This bill permits community colleges to either use DSA or local jurisdictions for plan check.

I’ve not independently confirmed the above information, so it would be best to confirm before assuming.

Tom

-----------------------------------------------------------------------
Thomas D. Skaggs, Ph.D., P.E.
Manager, Product Evaluation

Technical Services Division
APA - The Engineered Wood Association
7011 S. 19th Street
Tacoma, WA 98466
ph: 253/565-6600
fx: 253/620-7235
-----------------------------------------------------------------------

From: Anthony Rubalcava [mailto:arubalcava@hansontruss.com]
Sent: Tuesday, April 10, 2007 14:58
To: seaint@seaint.org
Subject: Re: California SB 1175 & AB 127

Tom,

What ever became of this proposed bill?

Regards,

Anthony

----- Original Message -----

From: Tom Skaggs

To: seaint@seaint.org

Sent: Wednesday, September 27, 2006 9:25 AM

Subject: California SB 1175 & AB 127

Recently one of our field staff forwarded an e-mail regarding California Senate Bill 1175 and California Assembly Bill 127. The e-mail implied that the bill would eliminate DSA Inspections. I did some web research on the topic. Since I’m not a lawyer, I very well may have gotten lost in the bill’s language. But, from my interpretation of these two bills, it appears that the bills are redefining the “Field Act” for California community colleges. This redefinition would essentially mandate that the California Building Code (w/o DSA Amendments) would be the governing building code. Thus, California community colleges would be exempt from any and all DSA requirements. Here are my questions:

Is this on anybody’s radar screen?

Am I mistaken in the scope of these bills?

It appears that AB 127 is wrapped together with a larger school bond package that will be on November ballot? Can one explain why these two bills were not enacted as law w/ Gov. Schwarzenegger’s signature.

Several of our member’s products are used for DSA projects. I’m trying to get a better understanding on how this bill would affect our members products.

Thanks,

Tom

-----------------------------------------------------------------------

Thomas D. Skaggs, Ph.D., P.E.

Senior Engineer

APA - The Engineered Wood Association

7011 S. 19th Street

Tacoma, WA 98466

ph: 253/565-6600

fx: 253/620-7235

-----------------------------------------------------------------------

Re: California Bearing Ratio

And the rigging sub would normally would install any necessary cribbing to bear on that would lower the unit soil pressure to a quite conservative value if tilting is an issue.

Regards,

Bill Cain, SE

Berkeley CA

-----Original Message-----
From: m_k_gilligan@yahoo.com
To: seaint@seaint.org
Sent: Fri, 13 Apr 2007 1:14 AM
Subject: RE: California Bearing Ratio

Two Questions?  1) Why is the Geotechnical Engineer not being involved?  I would assume that any significant road construction would have a Geotechnical Engineer.  I would think that this would be especially true if a 300 ton crane was involved.  2)  Whu are you involved unless you are hired by the Contractor?  Normally we would identify this as Contractors means and methods and leave it for him to resolve..  Mark Gilligan SE  ******* ****** ******* ******** ******* ******* ******* *** *   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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Re: Train Loading & Box Culvert Program

Two part question:

1) I have not worked on a railroad project in several
years. When I did, the design live load was the AREA
Cooper E80. Is that still typically used? Or is
there a new and improved live load?

Answer – YES, it is still the same.

2) Can any recommend a cast-in-place box culvert
program that will handle custom live load - say for
example, the AREA Cooper E80? All of the programs
that I have seen are specifically for AASHTO highway
loads.

Answer – BOX CAR (Software), what's even simpler is
AREMA (AREA) has a chart that gives you a distributed
live load based off of overburden. You can simply
take the distributed live load and plug into any
program.

For the software visit the following web site

www.concrete-pipe.org/boxcar.htm

If you need any more information email me.

Arshad Vali, S.E.

Oldcastle Precast

Email: Arshad.Vali@oldcastleprecast.com

--- "M. David Finley, P.E., P.A."
<davidfinley@bizsea.rr.com> wrote:

> Two part question:
>
> 1) I have not worked on a railroad project in
> several years. When I did,
> the design live load was the AREA Cooper E80. Is
> that still typically used?
> Or is there a new and improved live load?
>
> 2) Can any recommend a cast-in-place box culvert
> program that will handle
> custom live load - say for example, the AREA Cooper
> E80? All of the
> programs that I have seen are specifically for
> AASHTO highway loads.
>
> David Finley
> M. David Finley, P.E., P.A.
> 2086 SW Main Boulevard - Suite 111
> Lake City, FL 32025
> 386-752-6400
>
>

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Train Loading & Box Culvert Program

AREA is now AREMA. I believe E80 is 'typical' but subject to amendment by
local railroad.

http://en.wikipedia.org/wiki/List_of_Florida_railroads

Who is handling the permitting?

I did some bridges and a culvert in south Florida a couple of years ago. If
I remember correctly, I think there's some simplified provisions for the
culverts. You have to meet the specified earth cover etc though.

I think FDOT's culvert program is also easily configurable to other loads.

http://www.dot.state.fl.us/Structures/proglib.htm

From: "M. David Finley, P.E., P.A." <davidfinley@bizsea.rr.com>
To: "Seaint@Seaint.Org" <seaint@seaint.org>
Subject: Train Loading & Box Culvert Program

Two part question:

1) I have not worked on a railroad project in several years. When I did,
the design live load was the AREA Cooper E80. Is that still typically used?
Or is there a new and improved live load?

2) Can any recommend a cast-in-place box culvert program that will handle
custom live load - say for example, the AREA Cooper E80? All of the
programs that I have seen are specifically for AASHTO highway loads.

David Finley
M. David Finley, P.E., P.A.
2086 SW Main Boulevard - Suite 111
Lake City, FL 32025
386-752-6400

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RE: California Bearing Ratio

Two Questions?

1) Why is the Geotechnical Engineer not being
involved? I would assume that any significant road
construction would have a Geotechnical Engineer. I
would think that this would be especially true if a
300 ton crane was involved.

2) Whu are you involved unless you are hired by the
Contractor? Normally we would identify this as
Contractors means and methods and leave it for him to
resolve..

Mark Gilligan SE

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

Thursday, April 12, 2007

California Bearing Ratio

Hi,

We have this project wherein we already prepared the sub-base for the road construction.

However, the rigging subcontractor provided us the required surface soil bearing capacity in order that the 300-tonner crane to be used for the heavy lifting of towers will not tilt during the said course of activity.

Since we do not have time to conduct plate load test, we are trying to use the laboratory CBR value for the sub-base for the computation of the sub-base soil bearing capacity.

Is it possible to calculate the sub-base soil bearing capacity with the following values?

CBR @100% of MDD (%): 90

CBR @95% of MDD (%): 53

Maximum density of sub-base:2319 kg/m3

Optimum moisture content (%): 5.70

Condition of Sample: Soaked

If it is possible, can some provide the value for the soil bearing capacity.

Thanks,

Romel

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Re: Site Specific Analysis Sds and Sd1 values

Anantha,

The USGS maps should be pretty representative and should only deviate from a site specific study by a small amount unless you have a unique local soil condition (i.e. small local area of peat or liquefiable soil). That said, my experience is that very few geotechnical engineers know how to do a site specific seismic analysis correctly and in coastal California I have not yet seen one correct.

What I typically see is the geotech fills out a one sheet form of soil conditions, sends it to Berkeley where an unpaid grad student run their FRISK program, the geotech pay the University $1500 then sends it to the Architect with a bill for $3000, then the Architect sends it to the structural engineer and bills the client $5000.

Thomas Hunt, S.E.
Fluor

"Anantha Narayan C.K." <anant_27@yahoo.com>
04/12/2007 04:17 PM
Please respond to seaint

To	seaint@seaint.org
cc
Subject	Re: Site Specific Analysis Sds and Sd1 values

Ben,
Thank you for your response.

I wanted to add that the confusion might have stemmed from a misleading heading in the geotech report, which had a "smooth design response spectrum" which I believe was the MCE Ss vs T plot, which was not adjusted for site class D nor was lowered down to a DBE (2/3 factor).

To add to the problem, the SER has used a Seismic Design Category "C" based on the Sd1 of 0.18 and not 0.2544. Using Sd1 of 0.2544 would put them in SDC D, meaning they can't use R=3 nor design the structure "as not detailed for seismic requirement".

However, using the USGS Hazard map, the Ss = 0.42 and S1=0.09. I am not very familiar with site specific studies, but do the site specific value yield results that are more stringent than USGS maps?

Thanks
Anantha
VTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVT

ANANTHA NARAYAN, E.I.
Structural Engineer
Bliss and Nyitray Inc.
Miami, FL - 33134

----- Original Message ----
From: Ben Yousefi <Ben.Yousefi@SMGOV.NET>
To: seaint@seaint.org
Sent: Thursday, 12 April, 2007 6:55:08 PM
Subject: RE: Site Specific Analysis Sds and Sd1 values

I am assuming you're referring to 2003 IBC (based on ASCE 7-02), which does not have any exceptions to calculating Sds and Sd1 per 1615.1.3. If you use 2006 IBC, which is based on ASCE 7-05 the only exception from calculating Sds and Sd1 is for simplified analysis, which is covered in section 12.14.8.1. But even with that method, you don't just substitute Ss with Sds. The only thing I can think of is that whoever prepared the structural notes didn't have much familiarity with ASCE 7 seismic provisions.

Ben Yousefi, SE

Santa Monica, CA

From: Anantha Narayan C.K. [mailto:anant_27@yahoo.com]
Sent: Thursday, April 12, 2007 11:05 AM
To: seaint@seaint.org
Subject: Site Specific Analysis Sds and Sd1 values

Greetings,

I have a question pertaining to computing Sds and Sd1 values from the values of a site specific analysis.

Here is the information.
Site Class = D
Ss = 0.48 g
S1 = 0.177 g

Fa = 1.42 and Fv=2.09

I used the procedures from IBC Section 1615.1.3 and used Sds = 2/3 Ss Fa and Sd1 = 2/3 S1 Fv to arrive at Sds = 0.4544 g and Sd1 = 0.2466 g.

However, in the structural notes of the job I am peer reviewing , the Ss and S1 values are reported as Sds and Sd1. Is there any place in the code that allows the use of Ss as Sds and S1 and Sd1.

Any input on use of site specific geotech information to interpret design level seismic forces is appreciated.

Thanks
Anantha

VTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVT

ANANTHA NARAYAN, E.I.
Structural Engineer
Bliss and Nyitray Inc.
Miami, FL - 33134

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RE: Site Specific Analysis Sds and Sd1 values

That equation is actually a lower bound value that you need to check you calculated base shear, using Sds and Sd1, against. It’s not, in and of itself, a way of calculating the base shear.

Ben Yousefi, SE

Santa Monica, CA

From: Ganesh Thiagarajan [mailto:cethia@gmail.com]
Sent: Thursday, April 12, 2007 4:01 PM
To: seaint@seaint.org
Subject: Re: Site Specific Analysis Sds and Sd1 values

I believe there is another clause if the building is located in regions with S1 > 0.6g then use

Cs=0.5S1/(R/I) but that does not appear to be applicable here....

Ganesh

On 4/12/07, Anantha Narayan C.K. <anant_27@yahoo.com> wrote:

Greetings,

I have a question pertaining to computing Sds and Sd1 values from the values of a site specific analysis.

Here is the information.

Site Class = D

Ss = 0.48 g

S1 = 0.177 g

Fa = 1.42 and Fv=2.09

I used the procedures from IBC Section 1615.1.3 and used Sds = 2/3 Ss Fa and Sd1 = 2/3 S1 Fv to arrive at Sds = 0.4544 g and Sd1 = 0.2466 g.

However, in the structural notes of the job I am peer reviewing , the Ss and S1 values are reported as Sds and Sd1. Is there any place in the code that allows the use of Ss as Sds and S1 and Sd1.

Any input on use of site specific geotech information to interpret design level seismic forces is appreciated.

Thanks

Anantha

VTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVT

ANANTHA NARAYAN, E.I.

Structural Engineer

Bliss and Nyitray Inc.

Miami, FL - 33134

Yahoo! Mail is the world's favourite email. Don't settle for less, sign up for your free account today.

Re: Site Specific Analysis Sds and Sd1 values

VTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVT

ANANTHA NARAYAN, E.I.

Structural Engineer

Bliss and Nyitray Inc.

Miami, FL - 33134

----- Original Message ----
From: Ben Yousefi <Ben.Yousefi@SMGOV.NET>
To: seaint@seaint.org
Sent: Thursday, 12 April, 2007 6:55:08 PM
Subject: RE: Site Specific Analysis Sds and Sd1 values

I am assuming you're referring to 2003 IBC (based on ASCE 7-02), which does not have any exceptions to calculating Sds and Sd1 per 1615.1.3. If you use 2006 IBC, which is based on ASCE 7-05 the only exception from calculating Sds and Sd1 is for simplified analysis, which is covered in section 12.14.8.1. But even with that method, you don't just substitute Ss with Sds. The only thing I can think of is that whoever prepared the structural notes didn't have much familiarity with ASCE 7 seismic provisions.

Ben Yousefi, SE

Santa Monica, CA

From: Anantha Narayan C.K. [mailto:anant_27@yahoo.com]
Sent: Thursday, April 12, 2007 11:05 AM
To: seaint@seaint.org
Subject: Site Specific Analysis Sds and Sd1 values

Greetings,

I have a question pertaining to computing Sds and Sd1 values from the values of a site specific analysis.

Here is the information.

Site Class = D

Ss = 0.48 g

S1 = 0.177 g

Fa = 1.42 and Fv=2.09

I used the procedures from IBC Section 1615.1.3 and used Sds = 2/3 Ss Fa and Sd1 = 2/3 S1 Fv to arrive at Sds = 0.4544 g and Sd1 = 0.2466 g.

However, in the structural notes of the job I am peer reviewing , the Ss and S1 values are reported as Sds and Sd1. Is there any place in the code that allows the use of Ss as Sds and S1 and Sd1.

Any input on use of site specific geotech information to interpret design level seismic forces is appreciated.

Thanks

Anantha

VTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVTVT

ANANTHA NARAYAN, E.I.

Structural Engineer

Bliss and Nyitray Inc.

Miami, FL - 33134

Yahoo! Mail is the world's favourite email. Don't settle for less, sign up for your free account today.

Yahoo! Answers - Got a question? Someone out there knows the answer. Try it now.