Structural Engineering: 2008-02-17

Saturday, February 23, 2008

RE: Is a garage partially open, open or closed?

Bill- you idea of counting non-tempered glazing is brilliant.

Stan Scholl, P.E.
Laguna Beach, CA
_____________________________________________________________
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Re: Flagstaff, AZ

why don't you consider a straw bale structure?

Stan Scholl, P.E.
sscholl2@juno.com
_____________________________________________________________
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RE: Is a garage partially open, open or closed?

Bill,

See my comments posted earlier. I disagree and feel that the decision should be left to the local city and not with the engineer’s judgment. A building department is essentially free of any potential liability for their interpretation of the code (there was a book about the building officials responsibility in the early 80’s that still applies today). If you need the name of the book, let me know and I will dig it out from the engineer who wrote me about it.

On the other hand, if the engineer decides with the owner and then damage occurs, the owner claims ignorance and his reliance on the engineer in responsible charge. With one expert witness willing to disagree with the engineer of records’ decision a law suit is initiated (pending who is paying the legal fees).

I think when there is a question in the code as to how it should be interpreted, then it should be the responsibility of the building official (and his profession advisors). If he wants to deviate from what the general professional community may publish as a professional standard of practice, he can choose to do so as long as he takes the minimum interpretation of the code (right or wrong).

Only the Engineer in responsible charge or a licensed architect can be held potentially liable and sued seeking out of court settlement or litigation to test the law.

Maybe the answer is to invest in the testing of the worst conditions to post the best performance of the structure based on the choice.

Dennis

From: William.Sherman@CH2M.com [mailto:William.Sherman@CH2M.com]
Sent: Tuesday, February 19, 2008 6:27 AM
To: seaint@seaint.org
Subject: RE: Is a garage partially open, open or closed?

Since it is not code mandated, the city should not decide. Ideally, the engineer of record would discuss this with the Owner, but the engineer may simply set their own criteria in absence of direction from the Owner.

Bill Sherman

CH2M HILL / DEN

720-286-2792

From: Jnapd@aol.com [mailto:Jnapd@aol.com]
Sent: Monday, February 18, 2008 9:53 PM
To: seaint@seaint.org
Subject: Re: Is a garage partially open, open or closed?

In a message dated 2/17/2008 11:26:40 A.M. Pacific Standard Time, William.Sherman@CH2M.com writes:

recently asked a similar question on the listserver regarding industrial buildings that have several large overhead doors along one wall. It does not appear that the codes clearly address the issue of open vs closed overhead doors/ garage doors.

It appears that this is left to the engineer's judgment and/or the project criteria. The written design criteria for some projects define a primary wind speed for consideration as an "enclosed structure" and a reduced wind speed for consideration as a "partially enclosed structure" (e.g., 90 mph for enclosed and 60 mph for partially enclosed). This assumes that the door can be open for some wind pressures but is likely to be closed during extreme wind events.

Bill Sherman

CH2M HILL / DEN

720-286-2792

Who decides on these wind speeds...the owner, the city, the designer ??

Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA

Delicious ideas to please the pickiest eaters. Watch the video on AOL Living.

RE: Availability of 3.5", 5.5" Wide DF/HF Structural Glued Laminated Timber

Call local lumber yards (even Home Depot)

Call TrusJoist/MacMillian or Wayerheiser or whatever their name is these
days.

Call Standard Structures.

All three sources above should know the answer.

I would be interested in what you find out.

T. William (Bill) Allen, S.E.
ALLEN DESIGNS
Consulting Structural Engineers

> -----Original Message-----
> From: Szuchuan Chang [mailto:szuchuan@gmail.com]
> Sent: Saturday, February 23, 2008 2:44 PM
> To: SEAOC
> Subject: Availability of 3.5", 5.5" Wide DF/HF Structural Glued Laminated
> Timber
>
> I am reading the NDS section properties for Structural Glued Laminated
> Timber Table 1C on page 16.
>
> It is nice to see the 3-1/2" & 5-1/2" width DF/HF GLB are added to the
> table.
>
> Are the new sizes available at SF Bay area? Where can I find out?
>
> Thanks
>
> Szuchuan
>
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> * 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
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> *
> * Questions to seaint-ad@seaint.org. Remember, any email you
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Availability of 3.5", 5.5" Wide DF/HF Structural Glued Laminated Timber

I am reading the NDS section properties for Structural Glued Laminated
Timber Table 1C on page 16.

It is nice to see the 3-1/2" & 5-1/2" width DF/HF GLB are added to the table.

Are the new sizes available at SF Bay area? Where can I find out?

Thanks

Szuchuan

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re: precast flat slabs

BEGIN:VCARD
VERSION:2.1
N:Andrew Kester;PE
FN:Andrew Kester, PE
EMAIL;PREF;INTERNET:akester@cfl.rr.com
REV:20080223T191427Z
END:VCARD

Are these pre-stressed hollow-core type panels? Is a manufacturer chosen? Are they made in Israel, so that you can get information directly from them? Typically in the US these are propietary products with varying engineering properties depending on the exact manufacturer, and each type of panel will give you different loading capacities. Things to know are panel thickness, topping slab and thickness, and the spans. Then they should provide you tables for superimposed loads as well as point loads and other situations. Here we supply the loading and select a type of panel from their tables, and on our drawings these are a pre-engineered product. They supply us with product layouts and calculations signed and sealed...

I have some typical tables and info I could email at the office on Monday, probably stuff you can find on the internet as well...

Andrew Kester, PE
Principal/Project Manager
ADK Structural Engineering, PLLC
1510 E Colonial Ave., Suite 301
Orlando, FL 32803

Re: precast flat slabs

Dear k.kahlpari,
Do you have any more specific questions?
The PCI Design Handbook, 6th Ed. is a pretty good reference. Older
versions are good, too, just not as current. Design of flat slabs has not
changed, though.
HTH,
James L. Getaz III P.E.
Precast Concrete Engineer

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

Friday, February 22, 2008

re: Frozen Masonry

They built the wall, tenting was blown off overnight, very cold, special inspector said the walls were frozen. I have not been to the job yet, but per the inspector, the mortar is discolored, flaking, and there a gaps between the CMU and head joint mortar.

Jason

From: Rhkratzse@aol.com [mailto:Rhkratzse@aol.com]
Sent: Friday, February 22, 2008 1:14 PM
To: Jason Christensen; seaint@seaint.org
Subject: Re: Frozen Masonry

In a message dated 2/22/08 12:10:04 PM, jason@wcaeng.com writes:

Can anyone direct me to a good reference on repairs for frozen CMU.
Jason

Can you give us a little more information? I assume it wasn't frozen after completion, but was frozen either soon after being laid (frozen mortar) or soon after grouting (frozen, uh, grout).

TIA,

Ralph

**************
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Re: Frozen Masonry

In a message dated 2/22/08 12:10:04 PM, jason@wcaeng.com writes:

Can anyone direct me to a good reference on repairs for frozen CMU.
Jason

**************
Ideas to please picky eaters. Watch video on AOL Living.
(http://living.aol.com/video/how-to-please-your-picky-eater/rachel-campos-duffy/2050827?NCID=aolcmp00300000002598)

Frozen Masonry

Can anyone direct me to a good reference on repairs for frozen CMU.

Jason

Perforate shear wall design and combined shear and uplift on edge nails

Return Receipt

Your Perforate shear wall design and combined shear and uplift on
document: edge nails

was Tom Hunt/AV/FD/FluorCorp
received
by:

at: 02/22/2008 12:02:04 PST

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The information transmitted is intended only for the person
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If you are not the intended recipient of this message you are
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Perforate shear wall design and combined shear and uplift on edge nails

Hi list,

I am working on a retrofit of an existing apartment building built around 1970's. It has existing plywood shear walls on the exterior and a few interior shear walls with no holdowns and plywood lapped over the rim block/joist for shear transfer at the exterior. As was customary at the time, it has a soft story that we are proposing to retrofit.

I am trying to determine how much uplift/overturning can the existing shear walls above deliver to the structure at the soft story level. It would be way too conservative in my opinion that it can transfer the forces as per my design criteria and even based on the shear wall capacity because of the lack of holdowns. That is why I started looking at the perforated shear wall design procedure new to the IBC 2006 and also reviewing an APA technical note H335 "Structural Panel sheathing or siding used to resist combined shear and uplift".

The essence of what I am looking for is how much shear and uplift can a wall nailed to a rim joist transfer (as the worst case scenario). The APA document says that " wind uplift loads occurring at windows or door headers, even in perforated shear wall, must be distributed around the openings and into the structure below by the way of hardware specifically designed for such application". In my case these opening are existing and there is no hardware except for a few toe nails.
Here's the question: does that statement also applies to horizontal seismic loads? I think that this requirement has to do with the uplift from the roof structure above and it is not applicable to the seismic loads. Are there any references about that? (Buddy Showalter are you reading this?) If I am right, then one can assess both shear and uplift capacity of the plywood shear wall without any holdowns or other hardware around the window openings.

Another question is somewhat unrelated to my situation but is regarding the general application of the Perforated shear wall method: If one has to attach each stud with strap to the structure below for the unit uplift force equal to the shear unit force, is that a viable method of designing and constructing shear walls. My first reaction is that it would be cheaper and easier to strap and block around window and door openings while still providing for uplift hardware at the ends of the entire shear wall.

Regards,

Sasha Itsekson, SE
Enginious Structures, Inc.
Oakland, CA

Re: Earthquake

Yes, the USGA is good at mapping the various golf courses throughout the US.

On Thu, Feb 21, 2008 at 11:40 PM, Marvin Orse <marvinorse@yahoo.com> wrote:

I guess USGA wants to be accurate - that is no problem. They are scientists, not engineers. But it is ASCE who thinks they need S1 and Ss accurate to 3 decimal places. Given the so many "unkonwn unknowns" (remember Rumsfeld?), it is laughable for ASCE to adopt USGA maps for design purpose. Remember the arbritary 2/3 factors, fictitious R factors, and so on....

----- Original Message ----
From: "ECVAl3@aol.com" <ECVAl3@aol.com>
To: seaint@seaint.org
Sent: Thursday, February 21, 2008 11:13:41 AM
Subject: Re: Earthquake

If a 6.0 is common and we have been somewhat successful at minimizing structural damage with the 1997 UBC, why do the 2006 IBC results for Seismic forces seem to come out with lower values?

S.Macie

In a message dated 2/21/2008 10:33:43 A.M. Pacific Standard Time, drp181@yahoo.com writes:

Christopher,

You say that "6-point-somethings are pretty common" -- which they are -- "and usually imperceptible" -- which they definitely are not, at least near the epicenter. From the link that Neil Moore posted (http://www.elkodaily.com/articles/2008/02/21/news/breaking_news/break1.txt), it is clear that their was quite a bit of non-structural damage (shelves emptied, etc.) and some structural damage. In October 2005, there was a magnitude 6.7 earthquake on the Big Island of Hawaii which shook up the island of Oahu about 100 miles away. Not much structural damage resulted, but it raised a few heartrates (mine included). The power was out island-wide for most of the day.

I think every engineer that does seismic design should have the opportunity to experience an earthquake at least once -- it can definitely bring some perspective to why you're doing what you're doing.

Daniel

----- Original Message ----
From: Christopher Banbury <cbanbury@arkengineering.net>
To: seaint@seaint.org
Sent: Thursday, February 21, 2008 5:38:05 AM
Subject: RE: Earthquake

My wife who is studying geography showed me the USGS site yesterday that lists the latest earthquakes in the world for the past 7 days.

http://earthquake.usgs.gov/eqcenter/recenteqsww/Quakes/quakes_all.php

I was surprised to discover that 6-point-somethings are pretty common and usually imperceptible.

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

From: Jason Christensen [mailto:jason@wcaeng.com]
Sent: Thursday, February 21, 2008 10:16 AM
To: seaint@seaint.org
Subject: Earthquake

Anyone feel or heard about the 6.3 quake in Wendover , Nevada this morning?

Jason

Delicious ideas to please the pickiest eaters. Watch the video on AOL Living.

Never miss a thing. Make Yahoo your homepage.

--
David Topete, SE

Flagstaff, AZ

Here's some information about wood and green buildings that might help:

http://www.awc.org/HelpOutreach/faq/FAQfiles/Green-Buildings.html

Buddy

John "Buddy" Showalter, P.E.
Director, Technical Media
AF&PA/American Wood Council
1111 19th Street, NW, Suite 800
Washington, DC 20036
P: 202-463-2769
F: 202-463-2791

http://www.awc.org

The American Wood Council (AWC) is the wood products division of the
American Forest & Paper Association (AF&PA). AWC develops
internationally recognized standards for wood design and construction.
Its efforts with building codes and standards, engineering and research,
and technology transfer ensure proper application for engineered and
traditional wood products.

*********************
The guidance provided herein is not a formal interpretation of any AF&PA
standard. Interpretations of AF&PA standards are only available through
a formal process outlined in AF&PA's standards development procedures.

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

Subject: Flagstaff, AZ
From: "Stuart, Matthew" <mStuart@cmxengineering.com>
To: seaint@seaint.org

I am looking at different materials of construction for a 1-story hipped
roof building. The clear span is about 36 feet. Can anyone in the area
give me some recommendations for construction materials that are readily
available in the area with LEED issues in mind.

Thanks

D. Matthew Stuart, P.E., S.E., F.ASCE, SECB
Senior Project Manager
Structural Department
Associate
CMX
200 Route 9
Manalapan, NJ 07726
732-577-9000 (Ext. 1285)
908-309-8657 (Cell)
732-298-9441 (Fax)
mstuart@CMXEngineering.com

Thursday, February 21, 2008

Re: Earthquake

I guess USGA wants to be accurate - that is no problem. They are scientists, not engineers. But it is ASCE who thinks they need S1 and Ss accurate to 3 decimal places. Given the so many "unkonwn unknowns" (remember Rumsfeld?), it is laughable for ASCE to adopt USGA maps for design purpose. Remember the arbritary 2/3 factors, fictitious R factors, and so on....

----- Original Message ----
From: "ECVAl3@aol.com" <ECVAl3@aol.com>
To: seaint@seaint.org
Sent: Thursday, February 21, 2008 11:13:41 AM
Subject: Re: Earthquake

If a 6.0 is common and we have been somewhat successful at minimizing structural damage with the 1997 UBC, why do the 2006 IBC results for Seismic forces seem to come out with lower values?

S.Macie

In a message dated 2/21/2008 10:33:43 A.M. Pacific Standard Time, drp181@yahoo.com writes:

Christopher,

You say that "6-point-somethings are pretty common" -- which they are -- "and usually imperceptible" -- which they definitely are not, at least near the epicenter. From the link that Neil Moore posted (http://www.elkodaily.com/articles/2008/02/21/news/breaking_news/break1.txt), it is clear that their was quite a bit of non-structural damage (shelves emptied, etc.) and some structural damage. In October 2005, there was a magnitude 6.7 earthquake on the Big Island of Hawaii which shook up the island of Oahu about 100 miles away. Not much structural damage resulted, but it raised a few heartrates (mine included). The power was out island-wide for most of the day.

I think every engineer that does seismic design should have the opportunity to experience an earthquake at least once -- it can definitely bring some perspective to why you're doing what you're doing.

Daniel

----- Original Message ----
From: Christopher Banbury <cbanbury@arkengineering.net>
To: seaint@seaint.org
Sent: Thursday, February 21, 2008 5:38:05 AM
Subject: RE: Earthquake

My wife who is studying geography showed me the USGS site yesterday that lists the latest earthquakes in the world for the past 7 days.

http://earthquake.usgs.gov/eqcenter/recenteqsww/Quakes/quakes_all.php

I was surprised to discover that 6-point-somethings are pretty common and usually imperceptible.

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

From: Jason Christensen [mailto:jason@wcaeng.com]
Sent: Thursday, February 21, 2008 10:16 AM
To: seaint@seaint.org
Subject: Earthquake

Anyone feel or heard about the 6.3 quake in Wendover , Nevada this morning?

Jason

Delicious ideas to please the pickiest eaters. Watch the video on AOL Living.

Never miss a thing. Make Yahoo your homepage.

Re: L Bolt Dimensions

Tom,

Thank you for the link. I did a Google search and didn't find a table like this.

Bob and Drew. Thank you for your concern. I also seldom spec. "L" bolts any longer and haven't for quite some time. I just have a situation where I need to check a capacity.

Thanks again,

Joe

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

From: Tom.Hunt@fluor.com

To: seaint@seaint.org

Sent: Thursday, February 21, 2008 3:37 PM

Subject: Re: L Bolt Dimensions

Joe,

You might try the following web site of Portland Bolt;

http://www.portlandbolt.com/products/bent/anchor-bolts.html

Thomas Hunt, S.E.
Fluor

"Joseph R. Grill" <jrgrill@cableone.net>
02/21/2008 02:19 PM
Please respond to seaint

To
seaint@seaint.org

cc

Subject
L Bolt Dimensions

Does anyone have a table of stock "L" anchor bolt dimensions? I had one at one time, and now can't find it. I would appreciate a copy if there is one available.

Thanks,
Joe Grill
------------------------------------------------------------ The information transmitted is intended only for the person  or entity to which it is addressed and may contain  proprietary, business-confidential and/or privileged material.   If you are not the intended recipient of this message you are  hereby notified that any use, review, retransmission, dissemination,  distribution, reproduction or any action taken in reliance upon  this message is prohibited. If you received this in error, please  contact the sender and delete the material from any computer.    Any views expressed in this message are those of the individual  sender and may not necessarily reflect the views of the company.   ------------------------------------------------------------ 

Re: Earthquake (experiencing)

So true, Suresh.

Ralph

In a message dated 2/21/08 2:39:18 PM, Suresh.Acharya@ci.concord.ca.us writes:

Ralph,
Here is why Loma Prieta experience was a "bad" experience for typical homeowners: *Every* homeowner around this part of the SF Bay says his or her house stood Loma Prieta earthquake of 6.9 magnitude, and not a single crack occured, but the Bay Bridge failed!

I believe, the shaking was not even 10%g in most part, and only the areas suffered around here was the baymud areas.

-Suresh Acharya, S.E.

From: Rhkratzse@aol.com [mailto:Rhkratzse@aol.com]
Sent: Thursday, February 21, 2008 12:51 PM
To: drp181@yahoo.com; seaint@seaint.org
Subject: Re: Earthquake (experiencing)

Hear, hear! (meaning, "You betcham, Kemo Sabe") Okay, so I'm dating myself.

Feeling the 1965 6.5 in Seattle -- sounding like a freight train speeding right by me while the ground rolled like a small boat in a choppy sea -- gave a whole new meaning to earthquakes that all the photos of damage the previous year in Anchorage's 8.4 didn't begin to do.

Similarly, 1989's 6.9 Loma Prieta, when I was almost thrown off my house roof, even though the epicenter was 75 miles distant.

"Experience is the best motivator."

Ralph Hueston Kratz, S.E.
Richmond CA USA

In a message dated 2/21/08 10:46:59 AM, drp181@yahoo.com writes:

I think every engineer that does seismic design should have the opportunity to experience an earthquake at least once -- it can definitely bring some perspective to why you're doing what you're doing.

**************
Ideas to please picky eaters. Watch video on AOL Living.
(http://living.aol.com/video/how-to-please-your-picky-eater/rachel-campos-duffy/2050827?NCID=aolcmp00300000002598)

Re: J-bolts or headed studs

Bob Freeman wrote:
>
> Joe:
>
>
>
> You may want to consider using headed studs rather than J-bolts due to
> the eccentricities during tension loading that the j-bolts set up. I
> believe SEAOC has published research illustrating this concern. Our
> office no longer uses J-bolts for this reason.
>
>
>
> Respectfully:
>
>
>
> Bob Freeman AIA, EIT
>
> IDS Group, Inc.
>
Also, there have been cases where J bolts have been worked free by
repeated bending of the columns without fracturing the concrete. I
think ACI 318 Appendix D also downgrades the allowable tension in a J
bolt compared to a headed stud or washer and nut on a threaded rod.

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

RE: Earthquake (experiencing)

Let’s all raise a glass to hydraulic fill as a marketing tool!

Here! Here!

:o)

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

ALLEN DESIGNS

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

-----Original Message-----
From: Acharya, Suresh [mailto:Suresh.Acharya@ci.concord.ca.us]
Sent: Thursday, February 21, 2008 2:37 PM
To: 'seaint@seaint.org'
Subject: RE: Earthquake (experiencing)

Ralph,

Here is why Loma Prieta experience was a "bad" experience for typical homeowners: *Every* homeowner around this part of the SF Bay says his or her house stood Loma Prieta earthquake of 6.9 magnitude, and not a single crack occured, but the Bay Bridge failed!

I believe, the shaking was not even 10%g in most part, and only the areas suffered around here was the baymud areas.

-Suresh Acharya, S.E.

From: Rhkratzse@aol.com [mailto:Rhkratzse@aol.com]
Sent: Thursday, February 21, 2008 12:51 PM
To: drp181@yahoo.com; seaint@seaint.org
Subject: Re: Earthquake (experiencing)

Hear, hear! (meaning, "You betcham, Kemo Sabe") Okay, so I'm dating myself.

Feeling the 1965 6.5 in Seattle -- sounding like a freight train speeding right by me while the ground rolled like a small boat in a choppy sea -- gave a whole new meaning to earthquakes that all the photos of damage the previous year in Anchorage's 8.4 didn't begin to do.

Similarly, 1989's 6.9 Loma Prieta, when I was almost thrown off my house roof, even though the epicenter was 75 miles distant.

"Experience is the best motivator."

Ralph Hueston Kratz, S.E.
Richmond CA USA

In a message dated 2/21/08 10:46:59 AM, drp181@yahoo.com writes:

I think every engineer that does seismic design should have the opportunity to experience an earthquake at least once -- it can definitely bring some perspective to why you're doing what you're doing.

**************
Ideas to please picky eaters. Watch video on AOL Living.
(http://living.aol.com/video/how-to-please-your-picky-eater/rachel-campos-duffy/2050827?NCID=aolcmp00300000002598)

J-bolts or headed studs

Joe:

You may want to consider using headed studs rather than J-bolts due to the eccentricities during tension loading that the j-bolts set up. I believe SEAOC has published research illustrating this concern. Our office no longer uses J-bolts for this reason.

Respectfully:

Bob Freeman AIA, EIT

IDS Group, Inc.

RE: Earthquake (experiencing)

Ralph,

I believe, the shaking was not even 10%g in most part, and only the areas suffered around here was the baymud areas.

-Suresh Acharya, S.E.

From: Rhkratzse@aol.com [mailto:Rhkratzse@aol.com]
Sent: Thursday, February 21, 2008 12:51 PM
To: drp181@yahoo.com; seaint@seaint.org
Subject: Re: Earthquake (experiencing)

Hear, hear! (meaning, "You betcham, Kemo Sabe") Okay, so I'm dating myself.

Feeling the 1965 6.5 in Seattle -- sounding like a freight train speeding right by me while the ground rolled like a small boat in a choppy sea -- gave a whole new meaning to earthquakes that all the photos of damage the previous year in Anchorage's 8.4 didn't begin to do.

Similarly, 1989's 6.9 Loma Prieta, when I was almost thrown off my house roof, even though the epicenter was 75 miles distant.

"Experience is the best motivator."

Ralph Hueston Kratz, S.E.
Richmond CA USA

In a message dated 2/21/08 10:46:59 AM, drp181@yahoo.com writes:

I think every engineer that does seismic design should have the opportunity to experience an earthquake at least once -- it can definitely bring some perspective to why you're doing what you're doing.

**************
Ideas to please picky eaters. Watch video on AOL Living.
(http://living.aol.com/video/how-to-please-your-picky-eater/rachel-campos-duffy/2050827?NCID=aolcmp00300000002598)

Re: L Bolt Dimensions

Joe,

You might try the following web site of Portland Bolt;

http://www.portlandbolt.com/products/bent/anchor-bolts.html

Thomas Hunt, S.E.
Fluor

"Joseph R. Grill" <jrgrill@cableone.net>
02/21/2008 02:19 PM
Please respond to seaint

To	seaint@seaint.org
cc
Subject	L Bolt Dimensions

Does anyone have a table of stock "L" anchor bolt dimensions? I had one at one time, and now can't find it. I would appreciate a copy if there is one available.

Thanks,
Joe Grill

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L Bolt Dimensions

Does anyone have a table of stock "L" anchor bolt dimensions? I had one at one time, and now can't find it. I would appreciate a copy if there is one available.

Thanks,

Joe Grill

Re: CBC Code Question on Engineer or Architect of Record

http://www.oshpd.ca.gov/FDD/Regulations/part1.pdf

Patrick Rodgers

-------------- Original message --------------
From: "Terry Weatherby" <terry@wrfed.com>

> Hi everyone;
> There was language in the 2001 CBC in Section 106.3.4.1 requiring
> one Architect or Engineer of Record be designated for each project. I can't
> seem to find that in the new 2007 CBC. Does anyone know if this requirement
> still exists and, if it does where to find it?
>
> Terry Weatherby
> Weatherby-Reynolds-Fritson
> Jackson, CA
>
>
>
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Re: Earthquake (experiencing)

Hear, hear! (meaning, "You betcham, Kemo Sabe") Okay, so I'm dating myself.

Feeling the 1965 6.5 in Seattle -- sounding like a freight train speeding right by me while the ground rolled like a small boat in a choppy sea -- gave a whole new meaning to earthquakes that all the photos of damage the previous year in Anchorage's 8.4 didn't begin to do.

Similarly, 1989's 6.9 Loma Prieta, when I was almost thrown off my house roof, even though the epicenter was 75 miles distant.

"Experience is the best motivator."

Ralph Hueston Kratz, S.E.
Richmond CA USA

In a message dated 2/21/08 10:46:59 AM, drp181@yahoo.com writes:

I think every engineer that does seismic design should have the opportunity to experience an earthquake at least once -- it can definitely bring some perspective to why you're doing what you're doing.

**************
Ideas to please picky eaters. Watch video on AOL Living.
(http://living.aol.com/video/how-to-please-your-picky-eater/rachel-campos-duffy/2050827?NCID=aolcmp00300000002598)

Re: Chapter 17- IBC

In a message dated 2/20/2008 10:39:03 AM Pacific Standard Time, mmotchos@sw-sc.com writes:

How well, or not well, are special inspections being enforced out there?

We have a situation in which the Owners Rep and local Building Code Official are of the opinion that our requirements regarding tests and qualifications are "excessive" (i.e. they have probably never done them before, and they are tight on money). The SSI is directly based on the CASE documents which have been used as baselines for enforcement in other county building departments in the state. As reference, the project is in a rural county and is a 42,000sf 2story special concentric steel braced frame in a SDC D. In particular the CBO is allowing a local architect (actually the Owners Rep), who does not meet the qualifications in the SSI, to perform "inspections". Some of the inspections are simply not being done and others not done thoroughly. We have been repeatedly documenting this to the owner and those involved to no avail other then raising tempers. The CBO believes he has the discretion to implement the SSI as he sees fit, but we are not of the same opinion. To further complicate a bad situation, the building is a county building, so they have a vested interest. We are clearly concerned for the quality of the project as well as fulfilling our own professional and legal obligations to the public.

Has any one come across this before? Any opinions on how to move forward? Is this really up to the CBO?

Michelle

I think the CBO can ask for "Structural Observation", but "Special Inspection" (by a Deputy Inspector) is only required when specified in the Code.

Antonio S. Luisoni

Consulting SE

Delicious ideas to please the pickiest eaters. Watch the video on AOL Living.

Re: Earthquake

It seems that USGS was able to map the various areas of the states to get a better picture of the frequency of seismic events. Though the values may be lower, more typical structures will be subject to stricter design and detailing requirements. 97 UBC was better in detailing requirements because soil parameters became more critical. however, seismic Zones 1 through 4 still existed without regard to MCE.

On Thu, Feb 21, 2008 at 11:13 AM, <ECVAl3@aol.com> wrote:

If a 6.0 is common and we have been somewhat successful at minimizing structural damage with the 1997 UBC, why do the 2006 IBC results for Seismic forces seem to come out with lower values?

S.Macie

David Topete, SE

Re: Earthquake

If a 6.0 is common and we have been somewhat successful at minimizing structural damage with the 1997 UBC, why do the 2006 IBC results for Seismic forces seem to come out with lower values?

S.Macie

In a message dated 2/21/2008 10:33:43 A.M. Pacific Standard Time, drp181@yahoo.com writes:

Christopher,

You say that "6-point-somethings are pretty common" -- which they are -- "and usually imperceptible" -- which they definitely are not, at least near the epicenter. From the link that Neil Moore posted (http://www.elkodaily.com/articles/2008/02/21/news/breaking_news/break1.txt), it is clear that their was quite a bit of non-structural damage (shelves emptied, etc.) and some structural damage. In October 2005, there was a magnitude 6.7 earthquake on the Big Island of Hawaii which shook up the island of Oahu about 100 miles away. Not much structural damage resulted, but it raised a few heartrates (mine included). The power was out island-wide for most of the day.

I think every engineer that does seismic design should have the opportunity to experience an earthquake at least once -- it can definitely bring some perspective to why you're doing what you're doing.

Daniel

----- Original Message ----
From: Christopher Banbury <cbanbury@arkengineering.net>
To: seaint@seaint.org
Sent: Thursday, February 21, 2008 5:38:05 AM
Subject: RE: Earthquake

My wife who is studying geography showed me the USGS site yesterday that lists the latest earthquakes in the world for the past 7 days.

http://earthquake.usgs.gov/eqcenter/recenteqsww/Quakes/quakes_all.php

I was surprised to discover that 6-point-somethings are pretty common and usually imperceptible.

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

From: Jason Christensen [mailto:jason@wcaeng.com]
Sent: Thursday, February 21, 2008 10:16 AM
To: seaint@seaint.org
Subject: Earthquake

Anyone feel or heard about the 6.3 quake in Wendover , Nevada this morning?

Jason

Delicious ideas to please the pickiest eaters. Watch the video on AOL Living.

RE: Earthquake

My wife is from Hawaii, when I brought her back to California, she experienced her first earthquake. The earthquake’s magnitude was around 4 or 5 that was located within 30 miles from my house. She jumped out of bed screaming waking me up. I got up, asked her if the house is still standing and went back to bed. Growing up in California is a typical thing that you feel at least a good one every 5 years. I guess this is one of the reasons I got into this business.

I hope people that did experience the earthquake this morning are doing fine.

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: Daniel Popp [mailto:drp181@yahoo.com]
Sent: Thursday, February 21, 2008 10:33 AM
To: seaint@seaint.org
Subject: Re: Earthquake

Christopher,

You say that "6-point-somethings are pretty common" -- which they are -- "and usually imperceptible" -- which they definitely are not, at least near the epicenter. From the link that Neil Moore posted (http://www.elkodaily.com/articles/2008/02/21/news/breaking_news/break1.txt), it is clear that their was quite a bit of non-structural damage (shelves emptied, etc.) and some structural damage. In October 2005, there was a magnitude 6.7 earthquake on the Big Island of Hawaii which shook up the island of Oahu about 100 miles away. Not much structural damage resulted, but it raised a few heartrates (mine included). The power was out island-wide for most of the day.

I think every engineer that does seismic design should have the opportunity to experience an earthquake at least once -- it can definitely bring some perspective to why you're doing what you're doing.

Daniel

----- Original Message ----
From: Christopher Banbury <cbanbury@arkengineering.net>
To: seaint@seaint.org
Sent: Thursday, February 21, 2008 5:38:05 AM
Subject: RE: Earthquake

My wife who is studying geography showed me the USGS site yesterday that lists the latest earthquakes in the world for the past 7 days.

http://earthquake.usgs.gov/eqcenter/recenteqsww/Quakes/quakes_all.php

I was surprised to discover that 6-point-somethings are pretty common and usually imperceptible.

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

From: Jason Christensen [mailto:jason@wcaeng.com]
Sent: Thursday, February 21, 2008 10:16 AM
To: seaint@seaint.org
Subject: Earthquake

Anyone feel or heard about the 6.3 quake in Wendover , Nevada this morning?

Jason

RE: Earthquake

I think that should also apply to those writing the seismic provisions in the building code and teaching seismic design in the universities.

“In theory, there is no difference between practice and theory but in practice there is.”

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

ALLEN DESIGNS

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

-----Original Message-----
From: Daniel Popp [mailto:drp181@yahoo.com]
Sent: Thursday, February 21, 2008 10:33 AM
To: seaint@seaint.org
Subject: Re: Earthquake

<snip>

I think every engineer that does seismic design should have the opportunity to experience an earthquake at least once -- it can definitely bring some perspective to why you're doing what you're doing.

Daniel