Friday, August 29, 2008

ASCE Section 12.11.2

List:
 
Anchorage of Concrete & Masonry walls:
 
It appears that the minimum anchorage forces given here are regardless of the Seismic Design Category. Or, is there an exception somewhere?
Thank you,

Farzin S. Rahbar, SE
David C. Weiss Structural Engineer & Associates, Inc.




It's only a deal if it's where you want to go. Find your travel deal here.

Thursday, August 28, 2008

RE: Approved Epoxy for Threaded Rod Ancor Bolts

OOps!
That was meant for my wife.  Good thing it wasn't "Important"!

>>> <William.Sherman@CH2M.com> 8/28/2008 3:00 PM >>>
The Simpson SET-XP is listed only for uncracked concrete.  ITW Redhead also has a product approved for uncracked concrete: Epcon G5. 
 
The only adhesive anchor that I see listed in the ICC Evaluation Reports as approved for the 2006 IBC and that is approved for cracked concrete is the Hilti Hit-RE-500 SD.
 
Go to: http://www.icc-es.org/Evaluation_Reports/index.shtml  and do a search for "adhesive anchor".
 
Bill Sherman
CH2M HILL / DEN
720-286-2792
 


From: Michelle Motchos [mailto:mmotchos@sw-sc.com]
Sent: Thursday, August 28, 2008 1:51 PM
To: seaint@seaint.org
Subject: RE: Approved Epoxy for Threaded Rod Ancor Bolts

Hilti's HIT-RE 500-SD and Simpson does have a SET-XP which I believe is qualified.

Those are the only ones I know of

 

Michelle Motchos, PE

Stevens & Wilkinson Of South Carolina, Inc.

Columbia, SC

 

 

 

-----Original Message-----
From: Larry Hauer [mailto:lhauer@live.com]
Sent: Thursday, August 28, 2008 3:30 PM
To: Struct. Eng. Assoc.
Subject: Approved Epoxy for Threaded Rod Ancor Bolts

 

 

 

Does anyone know of a manufactuer of epoxy which has an ICC approval based on the current codes? Simpson has a new "SET" epoxy with approval, but only for uncracked sections.

 

 

Thanks in advance,

 

 

Larry Hauer S.E.

 

_________________________________________________________________

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Re: Approved Epoxy for Threaded Rod Ancor Bolts :)

Formal or informal? 

:)

In a message dated 8/28/08 1:06:13 PM, JCoombs@carollo.com writes:
So, you get off at 6, over to Huff at ~6:30 and probably home ~7:30, n'est pas?  PLEASE make sure you can pick it up at that time.  We don't wanna try to figure out how to get you home at that time of day.  Did you bring a change of clothes?  :o)

>>> Drew Morris <dmorris@bbfm.com> 8/28/2008 2:59 PM >>>
Hilti HIT-RE 500-SD has approval under the 2006 IBC.  Check out
ESR-2322.  Also, download the Hilti software if you design with this
product.  There are additional checks for this product in addition to
ACI 318-05 Appendix D.

Larry Hauer wrote:
> Does anyone know of a manufactuer of epoxy which has an ICC approval based on the current codes? Simpson has a new "SET" epoxy with approval, but only for uncracked sections.
>
>
> Thanks in advance,
>
>
> Larry Hauer S.E.
>
>  


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**************
It's only a deal if it's where you want to go. Find your travel deal here.
(http://information.travel.aol.com/deals?ncid=aoltrv00050000000047)

Re: Approved Epoxy for Threaded Rod Ancor Bolts

So, you get off at 6, over to Huff at ~6:30 and probably home ~7:30, n'est pas?  PLEASE make sure you can pick it up at that time.  We don't wanna try to figure out how to get you home at that time of day.  Did you bring a change of clothes?  :o)

>>> Drew Morris <dmorris@bbfm.com> 8/28/2008 2:59 PM >>>
Hilti HIT-RE 500-SD has approval under the 2006 IBC.  Check out
ESR-2322.  Also, download the Hilti software if you design with this
product.  There are additional checks for this product in addition to
ACI 318-05 Appendix D.

Larry Hauer wrote:
> Does anyone know of a manufactuer of epoxy which has an ICC approval based on the current codes? Simpson has a new "SET" epoxy with approval, but only for uncracked sections.
>
>
> Thanks in advance,
>
>
> Larry Hauer S.E.
>
>  


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Re: Approved Epoxy for Threaded Rod Ancor Bolts

Hilti HIT-RE 500-SD has approval under the 2006 IBC. Check out
ESR-2322. Also, download the Hilti software if you design with this
product. There are additional checks for this product in addition to
ACI 318-05 Appendix D.

Larry Hauer wrote:
> Does anyone know of a manufactuer of epoxy which has an ICC approval based on the current codes? Simpson has a new "SET" epoxy with approval, but only for uncracked sections.
>
>
> Thanks in advance,
>
>
> Larry Hauer S.E.
>
>


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Approved Epoxy for Threaded Rod Ancor Bolts

Does anyone know of a manufactuer of epoxy which has an ICC approval based on the current codes? Simpson has a new "SET" epoxy with approval, but only for uncracked sections.


Thanks in advance,


Larry Hauer S.E.

_________________________________________________________________
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RE: Aluminum Design Manual, Quick Question

Yes


From: Rick [mailto:mohr2circle@yahoo.com]
Sent: Thursday, August 28, 2008 8:10 AM
To: seaint@seaint.org
Subject: Aluminum Design Manual, Quick Question

I have an older Aluminum Design Manual, can one of you check in the recent version if a significant allowable stress decrease occurs within 1 inch of a weld, as was typical in past years.
6061-T6  jumps from 24 ksi to 13.5 if within 1 inch of a weld. Is that consistent with the new guidelines????
Appreciate the Help!

Aluminum Design Manual, Quick Question

I have an older Aluminum Design Manual, can one of you check in the recent version if a significant allowable stress decrease occurs within 1 inch of a weld, as was typical in past years.
6061-T6  jumps from 24 ksi to 13.5 if within 1 inch of a weld. Is that consistent with the new guidelines????
Appreciate the Help!

Re: Structural Logs

Thanks very much Gary.

On Thu, Aug 28, 2008 at 8:11 AM, Ehrlich, Gary <gehrlich@nahb.com> wrote:
> Chris,
>
> The ICC-400 Standard on the Design and Construction of Log Structures
> (link:
> http://www.iccsafe.org/e/prodshow.html?prodid=7017S06&stateInfo=btjPdpGj
> Frbfslkl1466|5) is probably be a good start. I believe it does have
> section properties for log members.
>
> Regards,
> Gary
>
> Gary J. Ehrlich, PE
> Program Manager, Structural Codes & Standards
> National Association of Home Builders (NAHB)
> 1201 15th Street, NW, Washington, DC 20005
> ph: 202-266-8545 or 800-368-5242 x8545
> fax: 202-266-8369
> gehrlich@nahb.com
>
> Attend the 2009 International Builders' Show
> January 20-23, 2009, Las Vegas, NV
> www.BuildersShow.com
> -----Original Message-----
> From: chris.slater@gmail.com [mailto:chris.slater@gmail.com] On Behalf
> Of Chris Slater
> Sent: Thursday, August 28, 2008 10:54 AM
> To: seaint@seaint.org
> Subject: Structural Logs
>
> Hi All,
>
> We have had a couple of projects come up where the homeowner wants
> ridge beams, patio roof rafters and structural posts to be made of
> logs. Our initial thought was just to conservatively design for a
> nominal member that fits in a square inside the cross section of the
> log. Does anyone have experience and/or resources for designing and
> detailing this type of construction?
>
> Thanks very much,
>
> Chris Slater
>
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RE: Slab effective area for point loads

Get yourself some copies of the PCA design guidelines for concentrated loads on slabs on grade.

 

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

 

-----Original Message-----
From: Jeff Hedman [mailto:jeff_h@lrpope.com]
Sent: Thursday, August 28, 2008 11:20 AM
To: seaint@seaint.org
Subject: Slab effective area for point loads

 

I am currently working on a tenant improvement where the client wants to add a mezzanine.  The lateral analysis is done, however, since the majority of the mezzanine will be used as storage, I am getting some large point loads on the existing slab on grade.  I could just make them cut some footings everywhere, but some loads are small enough that the punching shear works out, but as far as flexure is concerned how large is my effective slab area that I can use for ‘footing’ calculations to determine if the slab can take the point load.  The slab is only 4” thick with #3 bars @ 18” o.c. so I am not expecting too much, I just want to establish a threshold for when I need to have a footing installed.

 

Jeff Hedman

RE: Structural Logs

Chris,

The ICC-400 Standard on the Design and Construction of Log Structures
(link:
http://www.iccsafe.org/e/prodshow.html?prodid=7017S06&stateInfo=btjPdpGj
Frbfslkl1466|5
) is probably be a good start. I believe it does have
section properties for log members.

Regards,
Gary

Gary J. Ehrlich, PE
Program Manager, Structural Codes & Standards
National Association of Home Builders (NAHB)
1201 15th Street, NW, Washington, DC 20005
ph: 202-266-8545 or 800-368-5242 x8545
fax: 202-266-8369
gehrlich@nahb.com

Attend the 2009 International Builders' Show
January 20-23, 2009, Las Vegas, NV
www.BuildersShow.com
-----Original Message-----
From: chris.slater@gmail.com [mailto:chris.slater@gmail.com] On Behalf
Of Chris Slater
Sent: Thursday, August 28, 2008 10:54 AM
To: seaint@seaint.org
Subject: Structural Logs

Hi All,

We have had a couple of projects come up where the homeowner wants
ridge beams, patio roof rafters and structural posts to be made of
logs. Our initial thought was just to conservatively design for a
nominal member that fits in a square inside the cross section of the
log. Does anyone have experience and/or resources for designing and
detailing this type of construction?

Thanks very much,

Chris Slater

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Structural Logs

Hi All,

We have had a couple of projects come up where the homeowner wants
ridge beams, patio roof rafters and structural posts to be made of
logs. Our initial thought was just to conservatively design for a
nominal member that fits in a square inside the cross section of the
log. Does anyone have experience and/or resources for designing and
detailing this type of construction?

Thanks very much,

Chris Slater

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Wednesday, August 27, 2008

Repair Design for Wood Trusses at VT

Please spread the word about our Virginia Tech short course on Repair Design for New and Existing Wood Trusses, October 15-17, 2008 in Blacksburg, VA.

 

The primary audiences for this course are consulting design professionals, truss manufacturers, truss designers, contractors, and building design professionals.  The professional and practical repair of new metal-plate-connected wood trusses and the repair of existing truss systems are demonstrated in this course.  The presentations and discussion will be “rich” in practical solutions to a wide range of truss and truss system deficiencies encountered over several decades of design practice.  For course details and registration, visit www.cpe.vt.edu/sdww/.

 

Course information not covered in the course brochure can be directed to me by e-mail.

Frank Woeste, P.E., Ph.D.

Professor Emeritus

Virginia Tech University

 

 

 

 

 

Tuesday, August 26, 2008

Re: Afghanistan reinforcing steel standards

On Aug 26, 2008, at 11:17 PM, Harold Sprague wrote:

> I have a few questions with an international flavor for the list:
I wonder whether you've told us too much or too little…

Christopher Wright P.E. |"They couldn't hit an elephant at
chrisw@skypoint.com | this distance" (last words of Gen.
.......................................| John Sedgwick, Spotsylvania
1864)
http://www.skypoint.com/~chrisw/

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Afghanistan reinforcing steel standards

I have a few questions with an international flavor for the list:
 
1.  What are the standard sizes and material properties are for indigenous reinforcing steel in Kabul. 
 
2.  I would also like to know what the prevailing standards are for concrete, cement, aggregate, etc. 
 
3.  Reactive aggregate?  If so, what are the standard mitigation methods?

Regards,
Harold Sprague



See what people are saying about Windows Live. Check out featured posts. Check It Out!

Re: 3x3 washers for sill plate anchors

USP Structural Connectors has these available as a standard catalog product throughout California and the rest of the US.  They are available with a standard hole and a slotted hole.  Catalog numbers are as follows:
 
HBPS34 (3x3x1/4 w/ slotted hole)
BP343 (3x3x1/4 w/ std hole)

Howard Silverman, PE
Anhoring and Systems Research Engineer
USP Structural Connectors
www.USPconnectors.com
800-328-5934
 



-----Original Message-----
From: Jeff Smith <jeffsmith7@comcast.net>
To: seaint@seaint.org
Sent: Thu, 21 Aug 2008 5:34 pm
Subject: Simpson 3x3 washers for sill plate anchors

2305.3.11 of the 2007 CBC requires 3x3x.229" thick washers. Oddly Simpson does not make this for a 3/4" anchor bolt. They do make a 2.75x2.75x5/16" for 3/4 anchors, but this does not meet the code requirements. They do make a 3"x3"x1/4 for 1/2" and 5/8" dia anchors. So if we want to use 3/4" anchor bolts the washers need to be fabricated unless someone else makes these.
 
Jeff

RE: AISI versus SSMA

As I understand it:
 
AISI is for light gage like what AISC is for structural steel, they provide the basis and design equations for light gage (Cold Formed) steel, and promote the use of the product.
 
SSMA is the steel stud manufacturers standard where all SSMA members produce studs to a recognized dimensional tolerance so the designer knows what section properties they are getting, and does not have to specify a specific producer like we did in the past.  You can specify a 600T125-33 and know you are getting a standard 20 gage 6" track with 1.25 inch flanges regardless of who makes it.
 
Therefore the load tables in a SSMA catalog would meet AISI requirements, and for a true self engineered solution you would work with the AISI specifications.
 
Knock outs and slots should be accounted for in the SSMA tables and spec.
 
I can not answer the software question.
 
 
 
Paul Feather PE, SE
 
 


From: Mitch.Sklar@bentley.com [mailto:Mitch.Sklar@bentley.com]
Sent: Tuesday, August 26, 2008 3:27 PM
To: seaint@seaint.org
Subject: AISI versus SSMA

What is the difference between AISI studs and the SSMA studs?

How do the slots affect the final design? Do any of the design software packages account for these?

Mitch Sklar, PE, SECB, MBA

AISI versus SSMA

Return Receipt

Your AISI versus SSMA
document:

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

at: 08/26/2008 15:33:58 PDT


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AISI versus SSMA

What is the difference between AISI studs and the SSMA studs?

How do the slots affect the final design? Do any of the design software packages account for these?

Mitch Sklar, PE, SECB, MBA

Northwest fabricator for 8" deep 12 ga Zees

Ryerson in Portland rolls 8" Z's. Not sure if they can roll 12 Gauge.

http://www.metalroofingsiding.com/

Dmitri Wright, PE
Cascade Engineering, Inc.
2459 SE TV Hwy, PMB #202
Hillsboro, OR 97123-7919
dmitri@cascade-structural.com
503-846-1131


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Re: Tank certification

TCI Services, Inc.
Steve Caruthers 918-583-3968 918-583-3966
scaruthers@tank-consultants.com
4333 W 21st St
Tulsa, OK 74107-3444
USA

Steve is well known in the industry and serves in the API committees relating to tanks.

Rajendran


--- On Mon, 8/25/08, Paul Feather <PFeather@se-solutions.net> wrote:
From: Paul Feather <PFeather@se-solutions.net>
Subject: Tank certification
To: seaint@seaint.org
Date: Monday, August 25, 2008, 10:50 PM

I need someone I can refer to review and certify some liquid tanks for a client.  They hold chemicals of some kind, and are used as temporary pass through storage.  The client could explain it much better than I; the one thing I am positive of is that tank design and certification is outside my area of practice.
 
The tanks are currently in Goodyear Arizona, and they are trying to move them to Perris California.  I just want to pass the client along, not sub the work or any other relationship.
 
Seems to me like something Chris would be involved in and might have some contacts, are you out there Chris?
 
Paul Feather PE, SE
 
 

RE: AutoCAD conversion

Julius,
 
I am very interesting in knowing that company and softwares they used. Thank you in advance.
 

Ted Chen, P.E.
SHARED SERVICES GROUP
EVERETT FACILITIES ENGINEERING

OH-56

CELL (425)466-1615
FAX (425)342-5490
Chi-Ping.T.Chen@boeing.com

 


From: Micayas, Julius [mailto:JMicayas@riverconsulting.com]
Sent: Monday, August 25, 2008 10:48 AM
To: seaint@seaint.org
Subject: AutoCAD conversion

Lists:

 

Few months ago, I posted an inquiry about converting and old drawings done by hands into AutoCAD drawing. Few members responded with good suggestions and recommendations. I took one advise, inquiring and contact company overseas. I visited the company; yes they do have the capability and the kind of software used for conversion. This company is reputable, capable and big. Currently, doing a lot of cad works from companies here in the USA (west coast, east coast and Midwest. The rate is economical, ¼ of what we bid.

 

Few members requested to keep them posted on the progress of my quest. Here it is, I just found the answer and the result is superb! If anyone interested about the details you can e-mail me in private.

 

Thanks,

 

Julius

 

 

Engr. Julius Micayas

P.E. license no.32969

Project Manager/Sr Lead Structural Engineer

River Consulting LLC

111 Veterans Memorial Boulevard

               Suite 1600

Metairie, Louisiana 70005

Phone - 504-841-3014 (direct)

504 837-5275 (office)

Fax - 504-837-2986

E-mail: jmicayas@riverconsulting.com

W-page:            www.riverconsulting.com

 

Monday, August 25, 2008

RE: Tank certification

Stephen W. Meier, PE, SE
Vice President
Tank Industry Consultants
7740 West New York Street
Indianapolis, IN 46214
Voice: 317-271-3100 Fax: 317-271-3300
Mobile: 630-728-5986
email: meier@tankindustry.com
web page:
www.tankindustry.com
Tank Industry Consultants
684 West Boughton, Suite 101
Bolingbrook, Illinois 60440
Voice: 630-226-0745 Fax: 630-226-0802



Regards,
Harold Sprague


Subject: Tank certification
Date: Mon, 25 Aug 2008 15:50:27 -0700
From: PFeather@se-solutions.net
To: seaint@seaint.org

I need someone I can refer to review and certify some liquid tanks for a client.  They hold chemicals of some kind, and are used as temporary pass through storage.  The client could explain it much better than I; the one thing I am positive of is that tank design and certification is outside my area of practice.
 
The tanks are currently in Goodyear Arizona, and they are trying to move them to Perris California.  I just want to pass the client along, not sub the work or any other relationship.
 
Seems to me like something Chris would be involved in and might have some contacts, are you out there Chris?
 
Paul Feather PE, SE
 
 


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RE: South Australia practices

Gary,

Thanks for the feedback.

Regards
Conrad Harrison
B.Tech (mfg & mech), MIIE, gradTIEAust
mailto:sch.tectonic@bigpond.com
Adelaide
South Australia

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Tank certification

I need someone I can refer to review and certify some liquid tanks for a client.  They hold chemicals of some kind, and are used as temporary pass through storage.  The client could explain it much better than I; the one thing I am positive of is that tank design and certification is outside my area of practice.
 
The tanks are currently in Goodyear Arizona, and they are trying to move them to Perris California.  I just want to pass the client along, not sub the work or any other relationship.
 
Seems to me like something Chris would be involved in and might have some contacts, are you out there Chris?
 
Paul Feather PE, SE
 
 

RE: Northwest fabricator for 8" deep 12 ga Zees

We've dealt with the following company for building various different fabrication projects:

Western Steel Fabricators
10727 A St S
Tacoma, WA , 98444-6023
Phone: 253-383-4091
FAX: 253-383-0886

Contact is: Creig Sunstrom

12 gage is much lighter than anything we've had them do, so I'm not 100% confident they'll "fit the bill".

Tom


Thomas D. Skaggs, Ph.D., P.E.
Manager, Product Evaluation
APA
7011 S. 19th Street
Tacoma, WA 98466
253-620-7479 (office)
253-620-7235 (fax)
tom.skaggs@apawood.org
www.apawood.org


-----Original Message-----
From: Drew Morris [mailto:dmorris@bbfm.com]
Sent: Monday, August 25, 2008 10:25
To: SEAINT
Subject: Northwest fabricator for 8" deep 12 ga Zees

I am looking for a fabricator in the northwest (Seattle, Portland) that
can make 8" deep Zee purlins 12gage with 3" flanges. Does anyone have
any leads or names they can send me?

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AutoCAD conversion

Lists:

 

Few months ago, I posted an inquiry about converting and old drawings done by hands into AutoCAD drawing. Few members responded with good suggestions and recommendations. I took one advise, inquiring and contact company overseas. I visited the company; yes they do have the capability and the kind of software used for conversion. This company is reputable, capable and big. Currently, doing a lot of cad works from companies here in the USA (west coast, east coast and Midwest. The rate is economical, ¼ of what we bid.

 

Few members requested to keep them posted on the progress of my quest. Here it is, I just found the answer and the result is superb! If anyone interested about the details you can e-mail me in private.

 

Thanks,

 

Julius

 

 

Engr. Julius Micayas

P.E. license no.32969

Project Manager/Sr Lead Structural Engineer

River Consulting LLC

111 Veterans Memorial Boulevard

               Suite 1600

Metairie, Louisiana 70005

Phone - 504-841-3014 (direct)

504 837-5275 (office)

Fax - 504-837-2986

E-mail: jmicayas@riverconsulting.com

W-page:            www.riverconsulting.com

 

Northwest fabricator for 8" deep 12 ga Zees

I am looking for a fabricator in the northwest (Seattle, Portland) that
can make 8" deep Zee purlins 12gage with 3" flanges. Does anyone have
any leads or names they can send me?

******* ****** ******* ******** ******* ******* ******* ***
* 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
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RE: Enercalc

Peter,
 
I have only performed a cursory review of Version 6.0 and, in general, I would agree with you and consequently have stayed with Version 5.8 for my calculations which I have always considered a superb suit of engineering programs. One thing with Version 6.0: I haven't been able to find any documentation on how to use the programs- at least the new "2D Frame." I am sure an emormous amount of time and effort has gone into 6.0 and at some time 5.8 will be left behind as we all use the new version- but for me, not now.
 
Larry Hauer S.E.



Date: Sun, 24 Aug 2008 19:39:51 -0700
From: pmaregan@yahoo.com
Subject: Enercalc
To: seaint@seaint.org


I was wondering if anybody had the chance to use the latest version 6.0.19  and what their opinion might be.
 
For the few times I have tried to use it, I was not impressed. The file size gets too large, compared to version 5.8, even if you have one calculation. The screen refresh/update is too slow when you navigate or update a field. The design/layout is awkward. And finally, I think there may be some errors in the  modules, not sure though if I did something wrong, still experimenting (check the steel beam module with composite slab option and the concrete beam module.)  Enercalc web site is not much help at all. No information is provided and no user comments or problems are posted. I believe it was not ready for prime time when it was released.
Did anyone experience any problem or do you have an opinion?
 
Thanks,
 
Peter Maregan
 
 
 



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Re: South Australia practices

Conrad

I can't speak for the United States but here in Canada, only architects
and engineers can seal drawings for large buildings.
The provinces all adopt the National Building Code and may modify it to
suit their own requirements and make it law, but generally outside of
life-safety issues they are almost all identical. These codes allow
small buildings and houses (under 600 sq metres and 3 storeys or less)
to be built to prescriptive requirements and just about anybody can
prepare the drawings for these. Large buildings are those over 600 sq
metres or 3 storeys. Here in Ontario, the provincial government has
mandated that (large) buildings for people e.g. residential, are to be
approved by an architect whereas other buildings eg, factories, can be
approved by an engineer or architect and certain buildings have to be
designed by both, e.g. assembly occupancies; and generally non-building
structures can only be designed by an engineer. Ontario does not seem
to use building surveyors, but municipalities rather employ engineering
or architectural technicians and/or technologists and/or engineers to do
the functions you ascribe to building surveyors.

I believe the practise in the states are generally the same, with maybe
more variation from state to state, as they have had more codes to
follow. I believe the International Building Code is an attempt to
bring in a single code.

Gary
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RE: South Australia practices

Gary,

Traditionally I believe a building surveyor was simply the person who worked
for the local government authority and checked development applications for
compliance with codes. Traditionally that person would have been an
architect or engineer. But with a complex hierarchy of building inspectors
and assistant building surveyors, and the possibility of non-engineers and
non-architects being promoted to building surveyor, the role has been more
formally defined and a national framework setup within the Australian
Qualification Framework (AQF).

The minimum education is now a 3 year degree in building surveying, and most
are members of the Australian Institute of Building Surveyors, which existed
before the new framework. The courses basically cover the legislation which
controls development, mostly relating to the buildings rather than planning.
Whilst mostly focused on regulations and standards the courses also cover
the principles behind the legislation such as elementary structural
mechanics. But they are more conversant with the Building Code of Australia
(BCA) than say the steel structures code. So they know the BCA requires
compliance with the steel structures code, but not expected to use it
directly.

They may use prescriptive solutions like structural steel design capacity
tables, and the residential light timber framing code, and assess simple
structures. But for more complex structural systems a structural engineer or
civil engineer (4 year) would be required for the assessment and
certification. Engineering Associates (2 year) and Engineering Technologists
(3 year) would be permitted to conduct the design, but not certify for
regulatory approval.

The main role of the building surveyor is checking access/egress, fire
construction requirements, lighting, ventilation, energy efficiency
requirements, and other wise collecting together all the
evidence-of-suitability required by the building code of Australia. They may
also be involved with inspections of existing buildings.

Different states have different legislation as to when an engineer is
required: Northern Territory has Northern Territory Certified, Queensland
registered practicing engineers (RPEQ), and Victoria has registered building
practitioners (engineer), South Australia (SA) legislation just has the more
general term of independent technical expert. Whilst the building code of
Australia (BCA), only indicates requirements for suitably qualified. The
more general terms allow more specific requirements to be defined elsewhere
in the legislation. The SA legislation doesn't require additional state
registration fees as the other states do. But SA also hasn't had much major
development: building is mostly single storey residential with no
engineering required except for slab and footings. SA's big thing is
reactive clay soils, and without such there would be little work for civil
engineers.

The new framework has caused some problems for architects and engineers
where new state legislation may have precluded them from continuing to
practise in the role of building surveyor unless they have the appropriate
degree. In those cases the IEAust has sought to gain recognition for special
area of practice on the National Professional Engineers register (NPER) so
that engineers can continue to do building surveying work, without need to
become members of the institute of building surveyors or complete another
degree.

It is all a matter of the extent of involvement and the nature of the
projects. Some building work is more structural or civil engineering and
doesn't require full BCA checking, and there is little a building surveyor
could contribute to such projects.

Building surveyors may be employed on a project as a consultant to assist
with achieving compliance. In SA private certifiers are registered building
surveyors under the development act, and they cannot act as consultant and
certifier on the same project. Once appointed as private certifier for a
project they also cannot be replaced on that project. The local government
authority building surveyor or the private certifier is the authority having
jurisdiction. They issue the certificate of occupancy, which is dependent on
a licensed builder providing a statement of compliance declaring they built
to the approved documents, and certain inspections. Only the local
government authority can issue development approval and the building permit.

There is also some confusion in the community as to what development
approval means. Builders and owner/builders often complain that what they
have had approved in the past cannot be built. Their fault, they should have
paid more attention to the design: employ professional designers rather than
do it themselves.

Development approval simply checks that the proposed end-product will comply
with the building rules and other legislation. Checking whether the proposal
can exist, is practical to build, and checking errors in calculations and
drafting is design side activity. All meant to be carried out before an
application is submitted for approval. The building surveyor's principal
task is knowing that there are structural provisions to be complied with,
and obtaining the required evidence-of-suitability demonstrating compliance.

Though I have yet to figure out, how something can be assessed as stable,
when members are missing, or the proposal cannot exist off paper. As for
warped roof surfaces, if that's what the drawing shows that's obviously what
the builder proposes to build. The owner might not be too happy though.

As for quantity surveyors (QS), they do materials take-off and prepare bill
of quantities and cost estimates, and otherwise manage building and
construction contracts, measuring all materials and labour used on a
project. The QS working for the architect and client, estimates the cost of
a project, and tracks actual cost. The QS working for the building
contractor estimates the tender price, and then tracks actual costs, and
otherwise argue variations on a contract. On most projects the architects
and licensed builder perform the task, rather than have a QS. The
involvement of a QS on either side largely depends on the size of the firm.
Government contracts would normally involve a QS. QS's may also be involved
in life cycle costing and depreciation of buildings. Some QS firms also
publish estimating handbooks and data: Cordell's and Rawlinson's.

Australia and Britain both have building surveyors along with quantity
surveyors.

It seems like US engineers have more authority on projects than here. What
is the seal that US engineers refer to and how do engineers fit into the
scheme of things? Are building officials at city building department's
engineers, or something else?

Here I believe we need some additional legislation which enforces more
design effort before applications are submitted for approval.

Australian Institute of Building Surveyors

http://www.aibs.com.au/


History:

http://www.aibs.com.au/index.php?option=com_content&task=view&id=101&Itemid=
94


The Australian Institute of Quantity Surveyors

http://www.aiqs.com.au/


Regards
Conrad Harrison
B.Tech (mfg & mech), MIIE, gradTIEAust
mailto:sch.tectonic@bigpond.com
Adelaide
South Australia

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* Association of Southern California (SEAOSC) server. To
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Sunday, August 24, 2008

Enercalc

I was wondering if anybody had the chance to use the latest version 6.0.19  and what their opinion might be.
 
For the few times I have tried to use it, I was not impressed. The file size gets too large, compared to version 5.8, even if you have one calculation. The screen refresh/update is too slow when you navigate or update a field. The design/layout is awkward. And finally, I think there may be some errors in the  modules, not sure though if I did something wrong, still experimenting (check the steel beam module with composite slab option and the concrete beam module.)  Enercalc web site is not much help at all. No information is provided and no user comments or problems are posted. I believe it was not ready for prime time when it was released.
Did anyone experience any problem or do you have an opinion?
 
Thanks,
 
Peter Maregan