Saturday, June 20, 2009

RE: Radius of Gyration

I guess I'm an idiot, because although I learned how to COMPUTE the radius
of gyration, and how to use it, I never learned how the term came to be
called what it is.

-----Original Message-----
From: Bill Allen [mailto:t.w.allen@cox.net]
Sent: Saturday, June 20, 2009 4:08 PM
To: seaint@seaint.org
Subject: RE: Radius of Gyration

Christopher-

Something you should have learned as a freshman is....English.

The OP said wanted to know where the _term_ "radius of gyration" originated,
which I thought was a valid question. I started to reach for my copy of
Wikipedia until I saw that someone beat me to it.

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

-----Original Message-----
From: Christopher Wright [mailto:chrisw@skypoint.com]
Sent: Saturday, June 20, 2009 12:55 PM
To: seaint@seaint.org
Subject: Re: Radius of Gyration


On Jun 20, 2009, at 1:58 PM, Richard Calvert wrote:

[Bill Allen] <snip>

This is really basic stuff you should have learned as a sophomore.


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at

RE: Radius of Gyration

Christopher-

Something you should have learned as a freshman is....English.

The OP said wanted to know where the _term_ "radius of gyration" originated,
which I thought was a valid question. I started to reach for my copy of
Wikipedia until I saw that someone beat me to it.

You're really quite an asshole for insulting someone like that on a public
forum. Some of the respect for you I've accumulated over the years somehow
just disappeared.


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

-----Original Message-----
From: Christopher Wright [mailto:chrisw@skypoint.com]
Sent: Saturday, June 20, 2009 12:55 PM
To: seaint@seaint.org
Subject: Re: Radius of Gyration


On Jun 20, 2009, at 1:58 PM, Richard Calvert wrote:

[Bill Allen] <snip>

This is really basic stuff you should have learned as a sophomore.

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/

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at

Re: Radius of Gyration

On Jun 20, 2009, at 1:58 PM, Richard Calvert wrote:

> Does anyone know the origin of this term? Why it refers to a
> radius and/or what is gyrating? It just seems to specific to be
> simply obscure… yet I've never found anyone who knows. So, anyone
> on here know?
My god, man--Never found *anyone* who knows? Have you never studied
strength of materials or physics?

There are two definitions, the first having to do with rotational
motion, the second applies to beam theory by extension.

Applying Newton's 2nd law to rotational motion about a fixed axis, it
turns out that the torque required
to produce an angular acceleration is
Torque = moment of inertia x angular acceleration or T = I x alpha.

The moment of inertia, I, is the sum of the squares of the masses of
the particles making up
the body x the square of the distance, R, from the fixed axis to each
particle. It's expressed as an integral:
I = integral(R^2dm).

As an example (look this up in your physics book) the moment of
inertia of a thin rod with mass, m, and length, L, about an axis at
one end is mL^2/3.

By definition the radius of gyration, Rg^2 x mass = I or Rg = sqrt(I/
mass). So T = mass x Rg^2 x alpha. Lots of times it's convenient to
characterize rotational inertia with the radius of gyration. You can
think of a rotating physical object as a particle with the same mass
as the body placed at a distance Rg from the axis of rotation.

Extending the notion to the moment of inertia of a cross-section of a
beam or column you define the radius of gyration as
I = sqrt(moment of inertia/area). For example the radius of gyration
of a rectangular area with base, b, and depth, d, as
r = sqrt[(bd^3/12)/bd] = d/sqrt(12). It turns out that Euler buckling
and the natural frequencies of beams are expressed conveniently in
terms of the ratio of the span to the radius of gyration of the
section. You should verify this in your strength of materials book if
you ever hope to convert that EIT into a PE any time soon.

The rotation, BTW, refers to rotation of a particle about a fixed
axis in regard to angular motion. I supose you can think of the
rotation in respect to beam and column design as the rotation of a
member cross section when a beam bends.

This is really basic stuff you should have learned as a sophomore.

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/

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at

Re: Radius of Gyration

Richard,
You can consider the radius of gyration (we usually call it radius of
inertia) as the distance from a given body (i.e. section) axis to a
material point where you could concentrate all matter of the section
so that the said point would rotate about the said axis with the same
inertia as your full section.

Regards,
Alex

On Sat, Jun 20, 2009 at 9:58 PM, Richard Calvert<RichardC@lbbe.com> wrote:
> Does anyone know the origin of this term?  Why it refers to a radius and/or
> what is gyrating? It just seems to specific to be simply obscure… yet I've
> never found anyone who knows. So, anyone on here know?
>
>
>
> Richard Calvert, EIT
>
> Project Engineer
>
>
>
> Lindemann Bentzon Bojack
>
> Architects & Engineers
>
> 290 Citrus Tower Blvd, Suite 200, Clermont, Fl. 34711
>
> tel: 352.242.0100 ext.141 fax: 352.242.0302
>
> www.lbbe.com
>
> Internet Email Confidentiality
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--
Alexander Bausk
Civil/Structural design & inspection engineer
CAD professional
ONILAES Lab at PSACEA
Dnipropetrovsk, Ukraine
Tel. +38 068 4079692
Fax. +38 0562 470263
bauskas@gmail.com

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at

RE: Radius of Gyration

This site (as does Wikipedia) gives a good definition and development.  The operative word is, “defined”  and it looks like it comes from the concept of a “distance from the neutral axis”, i.e. a “radius”.  It gives the measure of distribution of area, mass, etc across a section.  Don’t know from where it originated but I’d say it’s a result of “defining” mathematically.

 

http://www.efunda.com/math/areas/RadiusOfGyrationDef.cfm

 

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

 

 

From: Richard Calvert [mailto:RichardC@lbbe.com]
Sent: Saturday, June 20, 2009 11:59 AM
To: seaint@seaint.org
Subject: Radius of Gyration

 

Does anyone know the origin of this term?  Why it refers to a radius and/or what is gyrating? It just seems to specific to be simply obscure… yet I’ve never found anyone who knows. So, anyone on here know?

 

Richard Calvert, EIT 

Project Engineer

 

Lindemann Bentzon Bojack

Architects & Engineers

290 Citrus Tower Blvd, Suite 200, Clermont, Fl. 34711

tel: 352.242.0100 ext.141 fax: 352.242.0302

www.lbbe.com

Internet Email Confidentiality
Privileged/Confidential Information may be contained in this message.

If you are not the addressee indicated in this message (or responsible

for delivery of the message to such person), you may not copy or deliver

this message to anyone. In such case, you should destroy this message

and kindly notify the sender by reply email. Please advise immediately if

you or your employer do not consent to Internet email for messages of

this kind. Opinions, conclusions and other information in this message

that do not relate to the official business of my firm shall be understood

as neither given nor endorsed by it.

 

 

at

Radius of Gyration

Does anyone know the origin of this term?  Why it refers to a radius and/or what is gyrating? It just seems to specific to be simply obscure… yet I’ve never found anyone who knows. So, anyone on here know?

 

Richard Calvert, EIT 

Project Engineer

 

Lindemann Bentzon Bojack

Architects & Engineers

290 Citrus Tower Blvd, Suite 200, Clermont, Fl. 34711

tel: 352.242.0100 ext.141 fax: 352.242.0302

www.lbbe.com

Internet Email Confidentiality
Privileged/Confidential Information may be contained in this message.

If you are not the addressee indicated in this message (or responsible

for delivery of the message to such person), you may not copy or deliver

this message to anyone. In such case, you should destroy this message

and kindly notify the sender by reply email. Please advise immediately if

you or your employer do not consent to Internet email for messages of

this kind. Opinions, conclusions and other information in this message

that do not relate to the official business of my firm shall be understood

as neither given nor endorsed by it.

 

at

Friday, June 19, 2009

RE: Foster-Wheeler

Foster office is next to mine. But this is India. I think that you donot require.

 

Kausik

 

From: Bill Polhemus [mailto:bill@polhemus.cc]
Sent: 20 June 2009 01:34
To: seaint@seaint.org
Subject: Foster-Wheeler

 

Anybody know anyone who works as a civil/structural at any Foster-Wheeler office? I’m trying to find out who the c/s division manager is in Houston, and of course that’s almost impossible to ascertain without insider knowledge!

 

How about your Fluor guys (TOM)? Who’s the c/s manager at FD in Sugar Land?

 

Thanks for a piece of your Friday.


"This Message and its contents is intended solely for the addressee and is proprietary.Information in this mail is for L&T Business Usage only. Any Use to other than the addressee is misuse and infringement to Proprietorship of L&T ECC.If you are not the addressee please return the mail to the sender.L&T ECC DIVISION"
at

Ladders & Platform inside the Pylon

Dear All,

I am working in a Chambal Cable stayed Project in India.

we have a 80 meter Pylon and we need to place the ladders and platform as a permanent structure.

If anybody have a typical standard details which has been used in some other project then let me have.

Nitin

at

Foster-Wheeler

Anybody know anyone who works as a civil/structural at any Foster-Wheeler office? I’m trying to find out who the c/s division manager is in Houston, and of course that’s almost impossible to ascertain without insider knowledge!

 

How about your Fluor guys (TOM)? Who’s the c/s manager at FD in Sugar Land?

 

Thanks for a piece of your Friday.

at

RE: Ladders

Jim what are you basing this on?  I was just looking at www.ohsa.gov, and the ladder standards in 29 CFR Part 1910 look the same as they always did?
 
Bill Sherman
CH2M HILL / DEN
720-286-2792
 

From: Jim Lutz [mailto:Jim.Lutz@bhcconsultants.com]
Sent: Friday, May 22, 2009 11:09 AM
To: seaint@seaint.org
Subject: Ladders

You will look in vain in the CFR nowadays for specifics from OSHA on ladder design. OSHA (and also regulators here in Washington State) currently just reference ANSI A14.3-2002 American National Standard for Ladders–Fixed—Safety Requirement which is written by the American Ladder Institute. This has all the details and minimum loads and dimensions you used to be able to look up for free, only now it will cost you $87.50 to buy the 32 page 2002 standard.

ANSI has just issued a 2008 version of this standard for a whopping $375 and I hope hell freezes over before I have to buy a copy. I will forego my usual rant about citizens having to pay before they can learn what laws and regulations say (as in building codes.)

Jim Lutz, P.E., S.E.

Senior Structural Engineer

 

1601 Fifth Avenue, Suite 500

Seattle, WA  98101

Ph: 206-505-3400

Fax: 206-505-3406

www.bhcconsultants.com


This email and all attachments are confidential. For further information about emails sent to or from BHC Consultants or if you have received this email in error, please refer to Email Disclaimer


at

RE: design of radiant slabs

You may contact the Radiant Panel Association:
Larry Drake
Radiant Panel Association
P O Box 717
1399 South Garfield
Loveland, CO 80539
970-613-0100
They have been very helpful when I have design residential radiant
structural concrete floors.

Jim L. Chatterley PE
CFS 2010 - Consultants
2723 Currier Ave. >> Simi Valley, Calif 93065
805 520 3666 >> Fax 805 583 1434
www.CFS2010.com


-----Original Message-----
From: Donny Harris [mailto:dharris@kpff-la.com]
Sent: Friday, June 19, 2009 8:32 AM
To: seaint@seaint.org
Subject: design of radiant slabs

I am looking for info regarding design of radiant slabs for heavy truck
loading and durability to support use in a maintenance bay application
for heavy truck repair/service. I am designing the supporting
structural slab on grade and treating it just like a typical slab on
grade designed for the servicabity requirements of the project. On top
of this slab in a typical installation goes 2" of rigid insulation and
then some thickness of concrete with radiant heating/cooling tubing in
it. 3" is a number that has been thrown out.

Any information for the design of these regarding thickness of concrete,
reinforcing, suggested properties of the insulation or design guides or
general experience would be appreciated. Is this in a typical scope of
work for a SEOR or are there manufacturers that provide this
information?

TIA,

Donny Harris, SE
California


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at

Re: Unreinforced Adobe Brick in California? Really?

Jim
 
The Saga begins.......
 
The old roof and interior walls were wood stud and wood trusses. The owner in their haste to get backup and running had us design a steel structural system since the old wood one burned down for the second time in 25 years. The insurance company refused to pay for the steel system and wood only pay to rebuild the wood system.
 
There was a 4 bay concrete frame within the building, a bay at each end was remove because poor beam construction and a column in the middle of the new walkway.  And that was debated for months. So we have a 2 bay frame left beams & columns are 24" wide by 22" high a sq. # 4 in each corner & a sq. #3 ties @ 12"o.c..  The B.O.B.  height is 9' and beam spans about 12' & 15'.  We had to keep this also because the insurance would not pay to replace, since it was not damaged by fire.  Even quake wrap told us that the 750 plf loading did not require the beams or columns to be improved. I had a real hard time with the logic of that both quakewrap and WJE on this issue. The insurance & WJE engineer did not see the humor the letter I wrote naming them as CO SERs in regard to the concrete frame issue for the life of the structure.
 
This insurance company uses WJE for their structural consultant on all projects.
 
 
Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA
 
In a message dated 6/19/2009 4:21:38 A.M. Pacific Daylight Time, jgetaz@shockeyprecast.com writes:
        Joe,
                Please humor an ignorant concrete engineer and tell me why an insurance company would "nix[]
the steel  structure we designed."
        Thank you,
        Jim Getaz
 
at

design of radiant slabs

I am looking for info regarding design of radiant slabs for heavy truck
loading and durability to support use in a maintenance bay application
for heavy truck repair/service. I am designing the supporting
structural slab on grade and treating it just like a typical slab on
grade designed for the servicabity requirements of the project. On top
of this slab in a typical installation goes 2" of rigid insulation and
then some thickness of concrete with radiant heating/cooling tubing in
it. 3" is a number that has been thrown out.

Any information for the design of these regarding thickness of concrete,
reinforcing, suggested properties of the insulation or design guides or
general experience would be appreciated. Is this in a typical scope of
work for a SEOR or are there manufacturers that provide this
information?

TIA,

Donny Harris, SE
California


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* This email was sent to you via Structural Engineers
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at

Re: Unreinforced Adobe Brick in California? Really?

        Joe,
                Please humor an ignorant concrete engineer and tell me why an insurance company would “nix[]
the steel  structure we designed.”
        Thank you,
        Jim Getaz
 
at

Thursday, June 18, 2009

Re: ASCE Presidential Election

Stan Caldwell wrote:
ASCE Members:
 
Voting in the 2010 ASCE Presidential Election commences on Monday, June 15.  I am writing to urge you to vote for Kathy Caldwell.
I know this is "old news" but...

Dang! Since when did this election actually become...POLITICAL!?!?

(Stan: Which one represents the truly CONSERVATIVE candidate?) :-)
at

Re: Weather Structural Steel

Tom.Hunt@fluor.com wrote:

Bill,

It depends on your application.  Typically ASTM A588 is used for building and industrial applications and ASTM A709 for bridge work. 
 ------------------------------------------------------------
Yeah, you're right, sorry.
at

Re: Weather Structural Steel


Bill,

It depends on your application.  Typically ASTM A588 is used for building and industrial applications and ASTM A709 for bridge work.

Thomas Hunt, S.E.
Fluor



Bill Polhemus <bill@polhemus.cc>
06/18/2009 11:23 AM
Please respond to seaint
To
seaint@seaint.org
cc
Subject
Re: Weather Structural Steel





Tom.Hunt@fluor.com wrote:

Ken,

I think you are looking at ASTM A588 structural steel shapes which has a minimum yield strength of 50 ksi and a minimum tensile strength of 70 ksi.  I believe it is available but I would first check with your local fabricator and/or mill.

Thomas Hunt


Does any one have more information weather structural steel?  What is the specification tensile strength or grade?  Are they availabe to purchase?
TIA

No, he's talking about ASTM A 709 plus ASTM A 325 Type III bolts.
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------------------------------------------------------------ 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.   ------------------------------------------------------------
at

RE: Weather Structural Steel

There’s a lot of information on weathering steel in Modern Steel Construction magazine. Keith Grubb wrote an informative SteelWise article in the February issue (visit www.modernsteel.com and click on archives; the article is titled: “Out in the open”).

 

Also, if you’re trying to obtain A588 structural shapes, Metals USA has a large inventory.

 

Scott Melnick

Vice President

American Institute of Steel Construction

One East Wacker Dr.

Suite 700

Chicago, IL 60601

312.670.8314 (tel)

312.804.1535 (cell)

melnick@aisc.org

 

There's always a solution in steel.

 

 

 

 

From: Bill Polhemus [mailto:bill@polhemus.cc]
Sent: Thursday, June 18, 2009 1:23 PM
To: seaint@seaint.org
Subject: Re: Weather Structural Steel

 

Tom.Hunt@fluor.com wrote:


Ken,

I think you are looking at ASTM A588 structural steel shapes which has a minimum yield strength of 50 ksi and a minimum tensile strength of 70 ksi.  I believe it is available but I would first check with your local fabricator and/or mill.

Thomas Hunt



Does any one have more information weather structural steel?  What is the specification tensile strength or grade?  Are they availabe to purchase?
TIA

No, he's talking about ASTM A 709 plus ASTM A 325 Type III bolts.

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

at

Re: Weather Structural Steel

Tom.Hunt@fluor.com wrote:

Ken,

I think you are looking at ASTM A588 structural steel shapes which has a minimum yield strength of 50 ksi and a minimum tensile strength of 70 ksi.  I believe it is available but I would first check with your local fabricator and/or mill.

Thomas Hunt


Does any one have more information weather structural steel?  What is the specification tensile strength or grade?  Are they availabe to purchase?
TIA

No, he's talking about ASTM A 709 plus ASTM A 325 Type III bolts.
at

Re: Unreinforced Adobe Brick in California? Really?

Bill
On a more serious note we are just about finished with the rebuild of a burned out restaurant at the La Quinta Hotel. The hotel and most of the Bungalows are Adobe. The widths very from 9" up to 24" depending upon location and if it is a major shear wall.......what a concept for a 1925 structure. Rebar is a no no, since it will rust because the Adobe does absorb water vapor. The has very little out of plane resistance so you add more weight or wall mass. Our new structure, wood studs (because the insurance company nixed the steel structure we designed) had to laterally support the existing Adobe and provide shear resistance.  We were able to replace one old fire damaged adobe wall since it was not visible to the general public. Most damage to the Adobe was due to the water from the fire hoses.
 
 
On a side note all of the California Missions are of varying widths of Adobe.
 
Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA
 
In a message dated 6/18/2009 8:07:28 A.M. Pacific Daylight Time, t.w.allen@cox.net writes:

It is still standing.

 

 

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

ALLEN DESIGNS

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

-----Original Message-----
From: erik_g@cox.net [mailto:erik_g@cox.net]
Sent: Wednesday, June 17, 2009 8:49 PM
To: seaint@seaint.org
Subject: RE: Unreinforced Adobe Brick in California? Really?

 

Do you know if the house is currently intact, or did it get demolished?

 

 

  -----Original Message-----
From: Jnapd@aol.com [mailto:Jnapd@aol.com]
Sent: Wednesday, June 17, 2009 3:27 PM
To: seaint@seaint.org
Subject: Re: Unreinforced Adobe Brick in California? Really?

Bill

 

The key statement "located in a remote section of Riverside County" says it all.

Maybe the house was for the inlaws........

 

Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA

 

In a message dated 6/17/2009 2:46:41 P.M. Pacific Daylight Time, t.w.allen@cox.net writes:

I saw a set of plans today which depict a single family structure apparently constructed from adobe brick. The drawings indicate a full basement and the walls consisting of 4" H x 12" L x 16" W adobe brick. There is horizontal steel (2-#2) at "Every Four Courses", but no vertical steel. The date of the drawings is 1977 and they are signed by a S.E.

 

Is this possible? I mean, I know it's possible that I saw the drawings, but is it possible that this type of construction was permissible in the 1970's? The structure is located in a remote section of Riverside County, so code enforcement could have been "less than optimum".

 

I'm just wondering what I'm missing.

 

Thanks,

 

 

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

ALLEN DESIGNS

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

 
at

Re: Weather Structural Steel


Ken,

I think you are looking at ASTM A588 structural steel shapes which has a minimum yield strength of 50 ksi and a minimum tensile strength of 70 ksi.  I believe it is available but I would first check with your local fabricator and/or mill.

Thomas Hunt



ken ng <zy7up@yahoo.com>
06/18/2009 08:52 AM
Please respond to seaint
To
seaint@seaint.org
cc
Subject
Weather Structural Steel






Does any one have more information weather structural steel?  What is the specification tensile strength or grade?  Are they availabe to purchase?
TIA 

------------------------------------------------------------ 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.   ------------------------------------------------------------
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Weather Structural Steel


Does any one have more information weather structural steel?  What is the specification tensile strength or grade?  Are they availabe to purchase?
TIA

at

Re: Unreinforced Adobe Brick in California? Really?

linear elastic is R equal to 1.0, as opposed to a steel special MRF which has an R = 8.5, or something like that...

On Thu, Jun 18, 2009 at 8:06 AM, Bill Allen <t.w.allen@cox.net> wrote:

It is still standing.

 

 

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

ALLEN DESIGNS

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

-----Original Message-----
From: erik_g@cox.net [mailto:erik_g@cox.net]
Sent: Wednesday, June 17, 2009 8:49 PM
To: seaint@seaint.org
Subject: RE: Unreinforced Adobe Brick in California? Really?

 

Do you know if the house is currently intact, or did it get demolished?

 

 

  -----Original Message-----
From: Jnapd@aol.com [mailto:Jnapd@aol.com]
Sent: Wednesday, June 17, 2009 3:27 PM
To: seaint@seaint.org
Subject: Re: Unreinforced Adobe Brick in California? Really?

Bill

 

The key statement "located in a remote section of Riverside County" says it all.

Maybe the house was for the inlaws........

 

Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA

 

In a message dated 6/17/2009 2:46:41 P.M. Pacific Daylight Time, t.w.allen@cox.net writes:

I saw a set of plans today which depict a single family structure apparently constructed from adobe brick. The drawings indicate a full basement and the walls consisting of 4" H x 12" L x 16" W adobe brick. There is horizontal steel (2-#2) at "Every Four Courses", but no vertical steel. The date of the drawings is 1977 and they are signed by a S.E.

 

Is this possible? I mean, I know it's possible that I saw the drawings, but is it possible that this type of construction was permissible in the 1970's? The structure is located in a remote section of Riverside County, so code enforcement could have been "less than optimum".

 

I'm just wondering what I'm missing.

 

Thanks,

 

 

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

ALLEN DESIGNS

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

 




--
David Topete, SE
at

RE: Unreinforced Adobe Brick in California? Really?

It is still standing.

 

 

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

ALLEN DESIGNS

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

-----Original Message-----
From: erik_g@cox.net [mailto:erik_g@cox.net]
Sent: Wednesday, June 17, 2009 8:49 PM
To: seaint@seaint.org
Subject: RE: Unreinforced Adobe Brick in California? Really?

 

Do you know if the house is currently intact, or did it get demolished?

 

 

  -----Original Message-----
From: Jnapd@aol.com [mailto:Jnapd@aol.com]
Sent: Wednesday, June 17, 2009 3:27 PM
To: seaint@seaint.org
Subject: Re: Unreinforced Adobe Brick in California? Really?

Bill

 

The key statement "located in a remote section of Riverside County" says it all.

Maybe the house was for the inlaws........

 

Joe Venuti
Johnson & Nielsen Associates
Palm Springs, CA

 

In a message dated 6/17/2009 2:46:41 P.M. Pacific Daylight Time, t.w.allen@cox.net writes:

I saw a set of plans today which depict a single family structure apparently constructed from adobe brick. The drawings indicate a full basement and the walls consisting of 4" H x 12" L x 16" W adobe brick. There is horizontal steel (2-#2) at "Every Four Courses", but no vertical steel. The date of the drawings is 1977 and they are signed by a S.E.

 

Is this possible? I mean, I know it's possible that I saw the drawings, but is it possible that this type of construction was permissible in the 1970's? The structure is located in a remote section of Riverside County, so code enforcement could have been "less than optimum".

 

I'm just wondering what I'm missing.

 

Thanks,

 

 

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

ALLEN DESIGNS

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

 

at

RE: Unreinforced Adobe Brick in California? Really?

Return Receipt

Your RE: Unreinforced Adobe Brick in California? Really?
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was Tom.Hunt@fluor.com
received
by:

at: 06/18/2009 07:56:44 PDT


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distribution, reproduction or any action taken in reliance upon
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RE: Unreinforced Adobe Brick in California? Really?

I’m a florida mutt, so my seismic understanding is poor at best… so my questions here are a) is the structure still standing? And b) Harold, do you have a resource where I can get a better understanding of what you mean by “linearly elastic” in this context and how something brittle can be considered elastic (aside from one brick sliding atop another, I guess)?

 

thanks

 

From: Harold Sprague [mailto:spraguehope@hotmail.com]
Sent: Thursday, June 18, 2009 12:21 AM
To: seaint@seaint.org
Subject: RE: Unreinforced Adobe Brick in California? Really?

 

We have had this discussion in code development many times.  If you design a structure properly to remain linerarly elastic for a 2,500 year event, there should be nothing in the code preventing you from doing so.  Even adobe can be designed to be linearly elastic.  There are many unreinforced masonry structures that have been in service for thousands of years even in seismically active areas. 
 
It has been quite a while since we have had an event that pushed the 2,500 year mean recurrance interval. 

Regards, Harold Sprague


 

From: t.w.allen@cox.net
To: seaint@seaint.org
Subject: Unreinforced Adobe Brick in California? Really?
Date: Wed, 17 Jun 2009 14:36:45 -0700

I saw a set of plans today which depict a single family structure apparently constructed from adobe brick. The drawings indicate a full basement and the walls consisting of 4" H x 12" L x 16" W adobe brick. There is horizontal steel (2-#2) at "Every Four Courses", but no vertical steel. The date of the drawings is 1977 and they are signed by a S.E.

 

Is this possible? I mean, I know it's possible that I saw the drawings, but is it possible that this type of construction was permissible in the 1970's? The structure is located in a remote section of Riverside County, so code enforcement could have been "less than optimum".

 

I'm just wondering what I'm missing.

 

Thanks,

 

 

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

ALLEN DESIGNS

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

 

 

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