Subject: Re: sustainable companies
Pinyon Engineering
Subject: Re: sustainable companies
Jn...@aol.com
Johnson & Nielsen Associates
Palm Springs, CA
Richard L. Hess
Ed Najjarine, SE
Can someone please clarify (simplify) the wind loading
on parapets in section 6.5.12.4.4 related to load case
A & B. My results seem very high. Also which section
best addresses the wind loading on canopies (or sun
shades).
Thanks in advance.
Ed Najjarine, SE
Irvine, CA
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Jason Christensen
For parapets: Case A = Pressure towards building
Case B = Pressure away from building (suction)
Not positive but the ASCE 7 Method 2 for sun shades or canopies, using
the "partially enclosed" building requirements.
Jason
Jordan Truesdell, PE
Thanks for your comment. I'm going to be working my first strawbale in the next week or two. The owners have agreed to go fairly conventional on their vertical and lateral supports (using the strawbale primarily as infill), but I will review the links you've posted. While I have some concerns about these buildings, they appear to be no less sound than the poorly constructed frame buildings I run across on a regular basis (i.e. - most people ignore similar concerns in stick buildings).
Jordan
Ed Najjarine, SE
Case A involves the roof loading applied to the
parapet, which in a corner condition will result to
very high wind pressure. Any comments?
Ed Najjarine, SE
18818 Teller Ave. Ste. 120, Irvine, CA 92612
(949) 387-9440 T
(714) 412-4887 C
(949) 387-9207 F
www.najjarinestructures.com
Conrad Harrison
They are not supposed to be made from hay, just straw. Straw is mostly cellulose fibre, and apparently somewhat termite resistant. Hay as different characteristics and is undesirable in the bales.
Regards
Conrad Harrison
B.Tech (mfg & mech), MIIE, gradTIEAust
Adelaide
South Australia
ssch...@juno.com
At the time, the State had one page of specifications which gave minimum amounts of wall reinforcing, roof-to-wall ties, etc. and directions for the local building dept. to issue a building permit if the plans showed these items.
Everything worked out well and I can provide plans and photos.
I sold the house and I believe it escaped the recent fires.
I am now thinking of building another straw bale house in Three Rivers, CA
Stan Scholl, P.E.
Laguna Beach, CA
_____________________________________________________________
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Gary L. Hodgson and Assoc.
There was a program on TV (HGTV I think) about a guy who built a straw
bale house in France. Of course, the French thought he was nuts. It may
have been "A Place in France" or one of those similar programs.
Gary
Jordan Truesdell, PE wrote:
> Tim,
>
> Thanks for your comment. I'm going to be working my first strawbale
> in the next week or two. The owners have agreed to go fairly
> conventional on their vertical and lateral supports (using the
> strawbale primarily as infill), but I will review the links you've
> posted. While I have some concerns about these buildings, they appear
> to be no less sound than the poorly constructed frame buildings I run
> across on a regular basis (i.e. - most people ignore similar concerns
> in stick buildings).
> Jordan
>
>
> Pinyon Engineering wrote:
>>
>> Subject: Re: sustainable companies
>>
>> well some are trying to do the weird green thing. check out
>> http://www.strawbuilding.org/ that is the California Straw Building
>> Association CASBA -- yes walls made of strawbales in high seismic
>> zones (tax credit for using straw too!) a few years ago they got
>> money from the state to do a structural testing program on strawbale
>> walls and shear walls (testing research papers at
>> http://www.ecobuildnetwork.org/). the result is a new book by Bruce
>> King titled _Design of Strawbale Buildings_ (the nerdest strawbale
David Topete
Cladding, which will yield forces much higher than those from a
standard MWFRS, which is described in 6.5.12.2.4. Also, the corner
zones are affected worse, hence the higher factors. Zones A and B are
as described. You need to account for the highest reactions (at the
roof level) due to the various positive and negative pressures
applied. Good luck.
--
David Topete, SE
Thor Matteson, SE
California was experiencing major air pollution problems from burning
rice-straw after the grain was harvested, and passed legislation with
prescriptive standards for straw-bale homes (i.e. if you meet the
standards, the local jurisdiction *must* allow you to build the
home). The prescriptive standards are for load-bearing walls, but
they are pretty limiting as far as window opening sizes and such.
Most of the houses we have designed were post-and-beam structures
with straw-bale infill. An Architect or PE must do the design for
either sort.
As for fire-resistance, once you plaster or stucco the bales they are
essentially fireproof. Even without stucco or plaster, it's really
hard to light a bale of compressed straw on fire--the only real fire
danger is during construction when loose straw accumulates as bales
are notched out to fit around posts and such.
It seems as if the building methods are still being refined, which is
a bit of a pain for us as engineers because the details we used on
one house are out of favor by the time we design the next one.
As I understand, the first straw-bale houses were built in the 1920's
in Nebraska (not what I would consider a 'dry' climate) and some are
still standing. But that does not mean that none of the others
failed and turned into compost. I would put language in a contract
stating that the building method is still experimental, and the house
may experience settlement, creep, cracking of finishes, etc. And
that waterproofing is NOT my responsibility--which I put in all my
contracts anyway (especially after finding that the roof of the house
I'm leasing leaked for 15 years into the walls behind the tiled
shower; I think the tile has become the main structural element
there....)
Straw-bale houses can be just as sturdy and long-lived as any other
house when designed and built properly. And the energy performance
is amazing, from the owners that I have spoken with. I'm waiting for
someone to treat the straw with borates to make it fire, insect, and
decay resistant (like they do for cellulose insulation).
Thor Matteson, SE
www.shearwalls.com
Bill Allen
uplift?
For some reason, I can't find that requirement. I found it for sliding and
overturning relative to retaining walls, but not uplift on footings. I'm
reviewing shop drawings for a lightweight shade structure.
TIA,
T. William (Bill) Allen, S.E.
ALLEN DESIGNS
Consulting Structural Engineers
Steve Gordin
Irvine CA
Neil Moore
Neil Moore, SE, SECB
Garner, Robert
Not sure about the 1.5 factor but UBC 1621.1 Requires that the base
overturning moment from wind shall not exceed 2/3 of the dead load
resisting moment.
Bob Garner, S.E.
-----Original Message-----
From: Bill Allen [mailto:t.w....@cox.net]
Sent: Tuesday, November 20, 2007 12:57 PM
To: sea...@seaint.org
Subject: Wind Uplift on Footings
TIA,
The information contained in the e-Mail, including any accompanying documents or attachments, is from Moffatt & Nichol and is intended only for the use of the individual or entity named above, and is privileged and confidential. If you are not the intended recipient, be aware that any disclosure, dissemination, distribution, copying or use of the contents of this message is strictly prohibited. If you received this message in error, please notify us.
Bill Allen
This paragraph discusses overturning, but not specifically uplift except for
the part where the effects can be reduced one third.
I'm not disagreeing. I'm just wondering if the vendor has a case to fight me
on this.
T. William (Bill) Allen, S.E.
ALLEN DESIGNS
Consulting Structural Engineers
WISH DENNIS
California Professional Engineer
Structural Engineering Consultant
From: Bill Allen <t.w....@cox.net>
To: sea...@seaint.org
Sent: Tuesday, November 20, 2007 12:57:19 PM
Subject: Wind Uplift on Footings
Bill Allen
I understand those gremlins have a field day with the 2007 CBC.
T. William (Bill) Allen, S.E.
Consulting Structural
Engineers
V (949) 248-8588 • F(949)
209-2509
-----Original Message-----
From: WISH DENNIS
[mailto:denni...@verizon.net]
Sent: Tuesday, November 20, 2007
5:53 PM
To: sea...@seaint.org
Subject: Re: Wind Uplift on
Footings
There is a little gremlin that removes all of the proofs of those
things that you think are in the code but can't find them. In this case, you
are in good shape as others have suggest. I don't recall the section but I
believe that Steve and Neil are correct that it is in 1621.1. I think
that is why it is considered a "Deadman" foundation as required
to keep it down.
Marlou Rodriguez
Yes they just take everything out and have you look around several other documents to finally find something you are use to seeing.
ssch...@juno.com
think gravity as in a gravity retaining wall as shown in old structural engineering books
The R value is 55 for energy analysis- as opposed to R19 for a 2x6 stud wall with insulation or R11 for a 2x4 wall.
Stan Scholl, P.E.
Laguna Beach, CA
_____________________________________________________________
Click for free info on masters of IT degrees and make up to $200K/ year.
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Mark Gilligan
Harold Sprague
The book "Foundation Design and Construction Manual" by Butler and CSD "recommends" a SF of 1.5.
Regards,
Harold Sprague
> From: t.w....@cox.net
> To: sea...@seaint.org
> Subject: Wind Uplift on Footings
> Date: Tue, 20 Nov 2007 12:57:19 -0800
>
> Am I hallucinating or is there a provision in the UBC for a F.S.>1.5 against
> uplift?
>
> For some reason, I can't find that requirement. I found it for sliding and
> overturning relative to retaining walls, but not uplift on footings. I'm
> reviewing shop drawings for a lightweight shade structure.
>
> TIA,
>
> T. William (Bill) Allen, S.E.
> ALLEN DESIGNS
> Consulting Structural Engineers
>
>
>
>
> * 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 seai...@seaint.org. Remember, any email you
> * send to the list is public domain and may be re-posted
> * without your permission. Make sure you visit our web
> * site at: http://www.seaint.org
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Get the power of Windows + Web with the new Windows Live. Power up!
Javier Encinas
-----Original Message-----
From: Harold Sprague [mailto:sprag...@hotmail.com]
Sent: Wednesday, November 21, 2007 5:09 PM
To: sea...@seaint.org
Subject: RE: Wind Uplift on Footings
Bill Allen
Alas, Javier, this load combination is not in the 2001 California Building Code. We only have to deal with that for another five weeks!
T. William (Bill) Allen, S.E.
Consulting Structural
Engineers
V (949) 248-8588 • F(949) 209-2509
Drew Morris
>
> The book "Foundation Design and Construction Manual" by Butler and CSD
> "recommends" a SF of 1.5.
>
Butler site and I had read that it is out of print. Does anyone have a
PDF of this?
James Hannah
Builders for $15 each. Tell the Butler builder to look on the in house web
site and they will find them there. You would have to contact the authors
(Computerized Structural Design, Milwaukee, Wisconsin, Donald R. Buettner,
Ph.d, P.E.; James M. Fisher, Ph.d, P.E.; Charles E. Mansake, M.S., P.E.) to
see if there are any pdf versions available. The book is out of print as
far as I know so what they have is all there is.
Jim Hanah
----- Original Message -----
From: "Drew Morris" <dmo...@bbfm.com>
To: <sea...@seaint.org>
Sent: Wednesday, November 21, 2007 3:49 PM
Subject: Re: Wind Uplift on Footings