Structural Engineering: 2008-04-27

Saturday, May 3, 2008

Structural Bolts in Opened Kegs

All of the structural bolts on a project were stored in one location on
the site. During a lift some construction materials fell on the storage
area and broke open the pallet of bolt kegs.

Not sure what quantities are standard bolts (A325, A490) compared to
twist-off type (F1852). I've read and re-read the commentary in section
2.2 of the structural joint Specification. We aren't the designer for
the project, but are trying to respond to the contractors request for a
supply of all new bolts.

Can standard A325 and A490 bolts be cleaned and lubricated by the
fabricator or erector? Will manufacturers of twist-off bolts
"re-lubricate" open containers?

Matthew R. Steiner, P.E., S.E.
Senior Project Engineer
Thornton Tomasetti
2415 Campus Drive, Suite 110
Irvine, CA 92612
T 949.271.3300 F 949.271.3301
MSteiner@ThorntonTomasetti.com

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RE: A325 Bolts

There was a study performed by Bethlehem many years ago regarding pretensioning bolts. They put strain gauges on the bolts and loaded the assemblage in cyclic loads. The strains oscillated with the applied load. Then the applied the pretension and then repeated the loading.

The bolt strain remained the same. I may be able to dig up that research, but the point is that if a bolt is designed to basically have a static load from the pretensioning, there should be no change in the strain. That is the issue when it comes to bolts in cold temperatures for this range.

Regards,
Harold Sprague

> Date: Sat, 3 May 2008 07:12:11 -0700
> From: astaneh@ce.berkeley.edu
> To: seaint@seaint.org
> Subject: A325 Bolts
>
> Dear Mr. Sprague:
> With regard to behavior of bolts in cold temperatures, you have stated below that "If you are tensioning the bolts, the brittleness of the steel should not be an issue." Would you please elaborate further on this? Why is it so? Are there any references or tests done to demonstrate this? Also, I am interested in knowing if you have any information on behavior of pretension force in the bolt as the temperature changes. Let us say that the bolt is tightened when the temperature was 40 degrees, then the temperature drops to -60 deg-F during winter, what is the pretensioning in the bolt at this temperature?
>
> Sincerely,
> Abolhassan Astaneh-Asl, Ph.D., P.E.
> Professor and Consultant on Structural Engineering, Earthquake
> Engineering and Protection of Buildings and Bridges against Blast and Impact.
>
> From: Harold Sprague <spraguehope@hotmail.com>
> To: <seaint@seaint.org>
> Subject: RE: A325 Bolts
>
> I guess, I would have to ask for definition sub zero. Minus 10 degrees F is sub zero, but so is minus 270 degrees F. A 325 bolts are commonly used in bridges in very cold climates where the temperature gets down to minus 20=
> degrees and even colder.
>
> The A320 does not get excited until you are below 100 degrees F. The record low in Fairbanks, AK is minus 66 degrees F.
>
> The issue with cold temperatures and steel is how brittle the steel becomes. If you are tensioning the bolts, the brittleness of the steel should not be an issue. Regards,Harold Sprague
>
>
> Date: Fri, 2 May 2008 09:55:11 -0700
> From: asqengg2@yahoo.com
> Subject: A325 Bolts
> To: seaint@seaint.org
>
> We are working in subzero temp and instead of A320 bolts for exterior application, we are planning to use A325 instead. How much capacity reduction we are going to use for using A325 in such an environment?
>
> Thanks in advance.
>
> Cairo
>
>
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Re: A325 Bolts

On May 3, 2008, at 12:46 PM, Rhkratzse@aol.com wrote:

> What, understand the problem before conjuring up a solution, what
> sort of bullpucky is this ??? :)
My contribution to a lunatic radical plot to advance global warming.

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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Re: A325 Bolts

In a message dated 5/3/08 10:22:28 AM, chrisw@skypoint.com writes:

You really do need to be careful when you start
doing stuff like this before you know what the original problem is.

What, understand the problem before conjuring up a solution, what sort of bullpucky is this ??? :)

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Re: A325 Bolts

> I was involved in a project where that was done. As I remember, the
> bolts were snapping and breaking, but I don't remember what the
> failure
> mechanism was (tension, shear, etc.). The contractor ended up welding
> the connections.
If the bolts were indeed 'snapping and breaking' rather than
stretching inelastically, the failure mode was brittle fracture in
tension. It's easy to spot: the fracture surface is granular and
there's no noticeable permanent deformation. At one time
'crystallization' was blamed for the failure, and every so often you
still hear people using that term.

Without more details it's hard to diagnose just what was doing it.
Brittle behavior can cause a bolt to fracture during installation if
the fastener is tightened past the yield stress. Insufficient pre-
load can also lead to failure if the applied load exceeds the bolt
preload. In that case the ultimate cause of failure is low cycle
fatigue brought on by yielding at a point of stress concentration.

Welding may not be the cure. Substandard welds are notorious for
starting fractures. You really do need to be careful when you start
doing stuff like this before you know what the original problem is.

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bill IS sometimes right...

OIL

Nothing to do with engineering, about oil and energy, a subject I love studying and discussing. It is a Saturday so you can just delete it.... Non political.

First, lets differentiate between energy sources and uses. We use gas in our cars, trucks, SUVs, semis, planes, etc. This comes from OIL. BUT, and this is good news, our electricity is mostly from coal (we have S-loads!), natural gas, nuke, hyrdo, solar, wind, geo... And maybe a little oil (off the top of my head). We have TONS of options of how we can make juice, and this seems to be the most promising, since we can expand the renewables infinitely. We have the solar capacity in New Mexico to supply the WORLD with electricity. But right now we are up in arms about GAS PRICES since we sort of like going places quickly. And for this we have to import TONS of oil, and as a result, a QUARTER of our trade imbalance is from OIL. I also urge you to look up energy and oil facts on the Dept of Energy's website, it has lots of facts we can all agree on, except for the conspiracy theorist types who believe our governement is constantly lying to us, and hey man, I am not even going to argue with that logic. You may be right!

Bill does proudly exalt the far right of our political system, manytimes in a confrontational and abrasive way (but that is just his style)... As an independent moderate of sorts, I listen to what everyone has to say and then make up my own mind, and it usually ends up being a blend of right and left wing. I can watch Bill O-Reilly and Olberman, listen to a little Rush though his personality drives me nuts, and laugh at Bill Maher's jokes. I am not invested in a party or specific ideal so I am not on the defense. As engineers we are fact finders, this is not much of a subjective profession, so why not take some of those traits into our own political analysis? It is not about name calling and labeling such as right wing bible thumpers (I have many family members that would fit into this category), or left wing Al Gore loving tree hugging hippy liberals....

I do not like the price of gas either. We all make choices on where we live and work, how much we drive, and what we drive (big cars, trucks and SUVs are nice), and where we drive to. Nobody made you buy that oversized house in the suburbs 30 miles from the office. So we have a HUGE say in our consumption. I agree, we have little control over how much the price of gas affects the products we buy as they all take energy to get to our homes.

Oil companies are not evil, this is not Standard Oil or the Pullman Cart or Carnegie Steel robber barron era. They are American and foreign engineers, scientists, oil rig workers, office workers, etc. They provide a commodity we all need at an arguably fair market price. They are heavily regulated and taxed, and yes they have polluted and they continue to pollute, they deal with a nasty product that WE WANT. They should be punished when their tankers run aground, the same way paper companies, auto mfrs , anybody who pollutes should be held accountable.Taxing their profits to make us feel better about our conspiracy theories and the high price of gas would in the end make gas more expensive, as they would not have as much money to put back into their companies in the form of finding more oil. Then we should tax Bill Gates windfall profits everytime he comes up with another version of Windows we were all dying to have, but now must buy or it will be incompatible or obsolete or whatever. Tax the pharm. companies heavily everytime they make millions off that new life saving drug they spent millions researching and developing. Capitalism and free market systems do not do well with government tinkering and heavy handeness as Bill P. pointed out.

Oil companies do not have secret meetings with Bush, Cheney, Haliburton, and the Devil and figure out how to gouge Americans and fix the price of gas. Most of the companies "windfall profits" were less than 10% profit annually, a number which many other industries meet or exceed annually. They are huge companies so 10% of billions is billions, which sounds like a ot. It is their goal to make money as a company, and they owe it to us as shareholders. Oh, you don't own an oil company? Check your mutual or index funds in your 401k or IRA, I bet you do. Who on this list who owns their own business did not beat 10% last year in profits? Are you feeling guilty about that? Plan on sending checks back to some of those architects or send some into the US Govt because of your windfall.

Don't get me wrong, I am a big supporter of environmental stewardship and conservation, but I am also a realist. There is a lot of hyporcrisy in the environmental movement, and sometimes their extreme policies do more harm than good (such as the horribly managed forest systems). But you cannot let that drown out the overall message which to me is lets protect our natural resources and make this planet better for our kids. Also, from a right wing pro-business way of thinking, we all need a functional and healthy environment or we cannot have any business, as we must have water, air, food, etc. and cannot live in a sterile, dead environment. I think we can do this without sending the whole global economy spiraling downwards. But there was a great article on how dirty China has become due to its industrialization, and many of the world's most polluted cities are there. The US and Europe have offshored a lot of our own pollution their, but air pollution affects the entire globe. And this will be a huge struggle for China to balance their desire to become an overnight economic sensation and not destroying their environment. The big question and debate Bill brought up that we must all continue to debate, is how much should be government mandated and how much should be left to the consumer to demand from its companies?

Andrew

Re: A325 Bolts

Drew Morris responded:
Alfonso Quilala wrote:
>We are working in subzero temp and instead of A320 bolts for exterior
>application, we are planning to use A325 instead. How much capacity
>reduction we are going to use for using A325 in such an environment?

I was involved in a project where that was done. As I remember, the
bolts were snapping and breaking, but I don't remember what the failure
mechanism was (tension, shear, etc.). The contractor ended up welding
the connections.

Drew,
I hope the contractor heated the ambient temperature per AWS before he
welded.
Jim Getaz

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

UBC 1958

Dear Mr. Rahbar: I don't know about PDF version of UBC 1958, but I know that our our EERC Library here at UC Berkeley has almost all copies of UBC going back to very early years. In fact closer to you , apparently there is a copy of UBC -1958 at UC Santa Barbara Library.

Sincerely,
Abolhassan Astaneh-Asl, Ph.D., P.E.
Professor and Consultant on Structural Engineering, Earthquake
Engineering and Protection of Buildings and Bridges against Blast and Impact.

----------------
From: FSRahbar@aol.com
Subject: UBC 1958
To: seaint@seaint.org

List:

Would anyone know if a copy (PDF copy) of 1958 UBC may be available on line?
The latest UBC I have is the 1967 Edition.

Thank you,

Farzin S. Rahbar, SE
David C. Weiss Structural Engineer & Associates, Inc.
(818) 227-8040 Ex. 13 Fax: (818) 227-8041

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

A325 Bolts

Dear Mr. Sprague:
With regard to behavior of bolts in cold temperatures, you have stated below that "If you are tensioning the bolts, the brittleness of the steel should not be an issue." Would you please elaborate further on this? Why is it so? Are there any references or tests done to demonstrate this? Also, I am interested in knowing if you have any information on behavior of pretension force in the bolt as the temperature changes. Let us say that the bolt is tightened when the temperature was 40 degrees, then the temperature drops to -60 deg-F during winter, what is the pretensioning in the bolt at this temperature?

Sincerely,
Abolhassan Astaneh-Asl, Ph.D., P.E.
Professor and Consultant on Structural Engineering, Earthquake
Engineering and Protection of Buildings and Bridges against Blast and Impact.

From: Harold Sprague <spraguehope@hotmail.com>
To: <seaint@seaint.org>
Subject: RE: A325 Bolts

The A320 does not get excited until you are below 100 degrees F. The record low in Fairbanks, AK is minus 66 degrees F.

The issue with cold temperatures and steel is how brittle the steel becomes. If you are tensioning the bolts, the brittleness of the steel should not be an issue. Regards,Harold Sprague

Date: Fri, 2 May 2008 09:55:11 -0700
From: asqengg2@yahoo.com
Subject: A325 Bolts
To: seaint@seaint.org

We are working in subzero temp and instead of A320 bolts for exterior application, we are planning to use A325 instead. How much capacity reduction we are going to use for using A325 in such an environment?

Thanks in advance.

Cairo

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

Friday, May 2, 2008

Re: Climate Change

Scott Maxwell wrote:
> The less political side of sustainable design is talking about
> the technical side of things. Don't get so wrapped up in the "whys". Not
> everyone believes in sustainable design because they think that global
> warming is real and will destroy the world. Some might just think that
> "hey, might it not be nice to try to make more prudent use of materials and
> maybe save myself some money".
That's fine - IF the politicians wouldn't get involved. But with the
huge bucks that George Soros and his ilk (the TRUE threats to our
liberties, not the "oil companies," whoever that is) have to throw them,
that's just not gonna happen.

All this stuff is being MANDATED legislatively, and that's the ultimate
problem. It's a slow (or not-so-slow, anymore) turn toward the "planned
economy" that has NEVER worked and in fact has served to impoverish
billions over nearly a century of world history.

If companies were allowed to notice for themselves "hey, people want
"green" on the label," then that's fine. Market forces ALWAYS work,
efficiently and correctly. But that's not what's happening.

Take the "biofuels" catastrophe. In just the two years since the
Democrat took control of Congress, and made good on their Algorish
promise to provide "alternate energy solutions" (which to them, meant
biofuels and wind-power and other such "solutions" with little or no
real proven technology behind them), they have managed to create a
global food shortage!

That's what "planned economy" does for you, whether it's a famine in the
1920s Ukraine or the environmental DISASTER that was East Germany. It
NEVER works, because among other things no one is ACCOUNTABLE for its
working (unlike the free market). It's all just slogans for the next
election cycle (until the Left gets its fond wish of a Cuba-style
dictatorship, anyway).

I am all for hybrid vehicles and recycled content and low carbon
footprint this, that and the other thing. But the pols won't allow that
to just "happen"; they will insist on getting CREDIT for it as much as
possible, and controlling it with their own hands. And that spells DISASTER.

Look at the price of gas since the latest Congress took "control" of
energy policy. Look at the food price increases. You can blame "the oil
companies" if you don't want to actually THINK about any of it, but that
won't change reality.

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

Re: Climate Change

Haan, Scott M POA wrote:
> Mother Gaia will punish all you parasitic heretics for exploiting her
> resources and canibalizing your animal brethren.
You felt those earthquakes, didn't you?

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Re: Climate Change

David Fisher wrote:
> I think it would also be nice if the politicians stop taking money from the
> Oil companies...
I've never gotten a satisfactory answer to this from any leftist.

What is it that, to you, is wrong with "oil companies?" Do you realize
how much tax revenue they represent? Do you realize they are no longer
"oil companies," but "energy companies?" There are now no domestic
refineries owned by any of the large "oil companies." Because of
environmental red-tape and a subsequent decline in profitability, they
have all been sold to small operating companies such as Valero, Frontier
or Hunt.

Most "oil companies" are now solely involved in upstream production,
almost entirely offshore, and in petrochemicals.

So, what is it that "the oil companies" do, that has people like you so
upset? If they suddenly ceased to exist (or were "windfall
profits-taxed" down to miniscule size) what benefit do YOU see that
would come of it? How, for instance, would it benefit the millions of
pensioners and investors who own their stock - the de facto IDENTITY of
"oil companies"?

I'd seriously like to know. This "evil oil companies" mantra is hollow,
possessed of nearly ZERO factual argument. So please, try and lay one on me.

Or find another mantra.

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

RE: Wind Uplift on Awning

Sooo...am I on the right track?

V = 85 mph

Exp = B

Kd = 0.85 (Table 6-4)

Kz = 0.57 (MWFRS, Exp. B, Case 2)

qh = 0.00256(85)2(1.00)

= 8.96 PSF

G = 0.85

Cp = 0.90

Cpi = 0.00 (open structure)

p = (8.96)(0.85)(0.90)

= 6.9 PSF

Dead Load of Fabric = 5 PSF

Net uplift = 6.9 – 0.6(5) = 3.9 PSF

I might have a hard time selling Exp. B, but other than that, how many errors did I make here?

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

ALLEN DESIGNS

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

> -----Original Message-----

> From: Drew Morris [mailto:dmorris@bbfm.com]

> Sent: Friday, May 02, 2008 4:14 PM

> To: seaint@seaint.org

> Subject: Re: Wind Uplift on Awning

> Bill Allen wrote:

> >

> > I have a client who is creating a shade area by attaching a canvas

> > awning between two exterior trellises. The canvas panels are 22’-0” x

> > 16’-6” and there is a gap of about 1’-8” between them. There area a

> > total of three canvas panels to form a shaded area of about 22’-0” x

> > 38’-0”.

> >

> > I’m a noobie when it comes to the ASCE 7 wind load provisions and I’m

> > not really sure on what to use to calculate the wind uplift. My

> > interest is in the design of the cables and particularly the

> > attachment of the cables to the trellises. In my mind, I don’t think

> > these items are C&C, but I could be wrong.

> >

> > What should I use, Method 2, MFRS or C&C?

> >

> > From what table should I obtain the gust coefficients?

> >

> > TIA,

> >

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

> >

> > ALLEN DESIGNS <http://www.AllenDesigns.com>

> >

> > Consulting Structural Engineers

> > V (949) 248-8588 • F(949) 209-2509

> >

> I would use MWFRS. The load on the cables is analogous to the load in a

> holdown, it is based on MWFRS, not C&C.

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> *

> * This email was sent to you via Structural Engineers

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> * without your permission. Make sure you visit our web

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RE: UBC 1958

Farzin,

I have a copy of the 1958 UBC but not on PDF. Send David over to my office with a bottle of ink, several quills and some parchment and he can copy the part you are interested in. I'll provide the tea or beer to keep him happy.

(David, long time no see).

Richard Hess

-----Original Message-----
From: FSRahbar@aol.com [mailto:FSRahbar@aol.com]
Sent: Friday, May 02, 2008 4:02 PM
To: seaint@seaint.org
Subject: UBC 1958

List:

Would anyone know if a copy (PDF copy) of 1958 UBC may be available on line? The latest UBC I have is the 1967 Edition.

Thank you,

Farzin S. Rahbar, SE
David C. Weiss Structural Engineer & Associates, Inc.
(818) 227-8040 Ex. 13 Fax: (818) 227-8041

Wondering what's for Dinner Tonight? Get new twists on family favorites at AOL Food.

RE: 1 hour exterior wall

If the plywood is part of the structural system, then exposing the combustible plywood to the exterior without the gyp sheathing protection would not provide the required one hour protection to the exterior wall envelope. 704.5 tells you that exposure can come from both sides Note also 1406.2.1.1

-DB

From: DA [mailto:dnae@cox.net]
Sent: Friday, May 02, 2008 5:07 PM
To: seaint@seaint.org
Subject: Re: 1 hour exterior wall

Thanks Bob

It is planned to have wood siding

I know it is better to nail the siding to plywood

is ok to nail the wood siding to dry wall?

Thanks for input

Dave A.

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

From: Bob Freeman

To: seaint@seaint.org

Sent: Friday, May 02, 2008 4:13 PM

Subject: 1 hour exterior wall

Hi Dave:

You can do it either way structurally. Plywood over drywall has reduced shear values in the code.

You may want to consider adding the plywood first, then applying drywall (or plaster). On the exterior face I use 1 inch thk. cement plaster, but you can use 5/8” thk. Type X Gypsum Sheathing. This is black coated paper drywall intended for exterior applications. Check out the Gypsum Association web site for U.L. listed fire ratings. Use an approved assembly and call out the approval number on your drawings.

Respectfully,

IDS Group, Inc.

Bob Freeman, AIA, EIT

(949) 387-8500

Re: 1 hour exterior wall

Thanks Bob

It is planned to have wood siding

I know it is better to nail the siding to plywood

is ok to nail the wood siding to dry wall?

Thanks for input

Dave A.

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

From: Bob Freeman

To: seaint@seaint.org

Sent: Friday, May 02, 2008 4:13 PM

Subject: 1 hour exterior wall

Hi Dave:

You can do it either way structurally. Plywood over drywall has reduced shear values in the code.

You may want to consider adding the plywood first, then applying drywall (or plaster). On the exterior face I use 1 inch thk. cement plaster, but you can use 5/8" thk. Type X Gypsum Sheathing. This is black coated paper drywall intended for exterior applications. Check out the Gypsum Association web site for U.L. listed fire ratings. Use an approved assembly and call out the approval number on your drawings.

Respectfully,

IDS Group, Inc.

Bob Freeman, AIA, EIT

(949) 387-8500

RE: UBC 1958

If you need anything specific to look up, we have a hard copy; I can look it up and email you the pages.

Ben Yousefi, SE, CBO

Chief Building Official

City of Mountain View, CA

(650) 526-7007

ben.yousefi@mountainview.gov

From: FSRahbar@aol.com [mailto:FSRahbar@aol.com]
Sent: Friday, May 02, 2008 4:02 PM
To: seaint@seaint.org
Subject: UBC 1958

List:

Would anyone know if a copy (PDF copy) of 1958 UBC may be available on line? The latest UBC I have is the 1967 Edition.

Thank you,

Farzin S. Rahbar, SE
David C. Weiss Structural Engineer & Associates, Inc.
(818) 227-8040 Ex. 13 Fax: (818) 227-8041

Wondering what's for Dinner Tonight? Get new twists on family favorites at AOL Food.

Re: UBC 1958

FSRahbar@aol.com wrote:
> List:
>
> Would anyone know if a copy (PDF copy) of 1958 UBC may be available on
> line? The latest UBC I have is the 1967 Edition.
>
> Thank you,
>
> Farzin S. Rahbar, SE
> David C. Weiss Structural Engineer & Associates, Inc.
> (818) 227-8040 Ex. 13 Fax: (818) 227-8041
>
>
>
> ------------------------------------------------------------------------
> Wondering what's for Dinner Tonight? Get new twists on family
> favorites at AOL Food
> <http://food.aol.com/dinner-tonight?NCID=aolfod00030000000001>.
I don't think one is available online. Try a local library or you can
buy the past codes on CD from ICC. I don't believe it is in a PDF format.

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

RE: Swimming Pool Engineers in Orange County

Thanks.

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

ALLEN DESIGNS

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

-----Original Message-----
From: Tarek Mokhtar [mailto:Tarekmokhtar@earthlink.net]
Sent: Friday, May 02, 2008 3:50 PM
To: seaint@seaint.org
Subject: Re: Swimming Pool Engineers in Orange County

Bill,

The closest is Pool Engineering, 714-630-6100

Tarek Mokhtar, SE

Laguna Beach, CA

Does anyone know of a swimming pool engineer in Orange County?

Thanks,

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

ALLEN DESIGNS

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

--

1 hour exterior wall

Hi Dave:

You can do it either way structurally. Plywood over drywall has reduced shear values in the code.

You may want to consider adding the plywood first, then applying drywall (or plaster). On the exterior face I use 1 inch thk. cement plaster, but you can use 5/8” thk. Type X Gypsum Sheathing. This is black coated paper drywall intended for exterior applications. Check out the Gypsum Association web site for U.L. listed fire ratings. Use an approved assembly and call out the approval number on your drawings.

Respectfully,

IDS Group, Inc.

Bob Freeman, AIA, EIT

(949) 387-8500

Re: Wind Uplift on Awning

Bill Allen wrote:
>
> I have a client who is creating a shade area by attaching a canvas
> awning between two exterior trellises. The canvas panels are 22'-0" x
> 16'-6" and there is a gap of about 1'-8" between them. There area a
> total of three canvas panels to form a shaded area of about 22'-0" x
> 38'-0".
>
> I'm a noobie when it comes to the ASCE 7 wind load provisions and I'm
> not really sure on what to use to calculate the wind uplift. My
> interest is in the design of the cables and particularly the
> attachment of the cables to the trellises. In my mind, I don't think
> these items are C&C, but I could be wrong.
>
> What should I use, Method 2, MFRS or C&C?
>
> From what table should I obtain the gust coefficients?
>
> TIA,
>
> T. William (Bill) Allen, S.E.
>
> ALLEN DESIGNS <http://www.AllenDesigns.com>
>
> Consulting Structural Engineers
> V (949) 248-8588 • F(949) 209-2509
>
I would use MWFRS. The load on the cables is analogous to the load in a
holdown, it is based on MWFRS, not C&C.

UBC 1958

List:

Would anyone know if a copy (PDF copy) of 1958 UBC may be available on line? The latest UBC I have is the 1967 Edition.

Thank you,

Farzin S. Rahbar, SE
David C. Weiss Structural Engineer & Associates, Inc.
(818) 227-8040 Ex. 13 Fax: (818) 227-8041

Wondering what's for Dinner Tonight? Get new twists on family favorites at AOL Food.

RE: Wind Uplift on Awning

But it is an element that is directly used to support the whole "structure".
If the cables are removed, the canvas is laying on the ground.

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

> -----Original Message-----
> From: Scott Maxwell [mailto:smaxwell@umich.edu]
> Sent: Friday, May 02, 2008 3:39 PM
> To: seaint@seaint.org
> Subject: Re: Wind Uplift on Awning
>
> Bill,
>
> In my opinion it would be components & cladding unless it is an element
> that is directly used to support the whole "structure"...and even then you
> might still have to check both C&C and MWFRS. Think of a stud in an
> exterior shear wall that acts as the end post of the sheallwall for
> overturning. That stud would first have to be checked/design for C&C wind
> loads for out of plane bending and shear, etc. Then it would also need to
> be checked for MWFRS loads for in plane shear acting on the shearwall that
> results in tension compression.
>
> As to the specifics, I don't have my ASCE 7-05 in front of me at the
> moment, so I cannot help with that at the moment. I can take a look later
> if someone else has not already offered one.
>
> Regards,
>
> Scott
> Adrian, MI
>
> ..... Original Message .......
> On Fri, 2 May 2008 15:24:16 -0700 "Bill Allen" <t.w.allen@cox.net> wrote:
> >I have a client who is creating a shade area by attaching a canvas awning
> between two exterior trellises. The canvas panels are 22'-0" x 16'-6" and
> there is a gap of about 1'-8" between them. There area a total of three
> canvas panels to form a shaded area of about 22'-0" x 38'-0".
> >
> >
> >
> >I'm a noobie when it comes to the ASCE 7 wind load provisions and I'm not
> really sure on what to use to calculate the wind uplift. My interest is in
> the design of the cables and particularly the attachment of the cables to
> the trellises. In my mind, I don't think these items are C&C, but I could
> be wrong.
> >
> >
> >
> >What should I use, Method 2, MFRS or C&C?
> >
> >
> >
> >From what table should I obtain the gust coefficients?
> >
> >
> >
> >TIA,
> >
> >
> >
> >T. William (Bill) Allen, S.E.
> >
> >ALLEN DESIGNS
> >
> >Consulting Structural Engineers
> > V (949) 248-8588 .
>
> ******* ****** ******* ******** ******* ******* ******* ***
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> *
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Re: Swimming Pool Engineers in Orange County

Bill,

The closest is Pool Engineering, 714-630-6100

Tarek Mokhtar, SE

Laguna Beach, CA

Does anyone know of a swimming pool engineer in Orange County?

Thanks,

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

ALLEN DESIGNS

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

--

one hour exterior wall

in order to have 3 ft set back for CBC 2007

the exterior walls must be one hour exterior wall

which option is better

1- having dry wall over the studs direct and after that add plywood shear walls

2- having dry wall over plywood shear walls

and the dry wall must be water resistance or add water proof for dry wall

thanks for input

Dave A., P.E.

Swimming Pool Engineers in Orange County

Does anyone know of a swimming pool engineer in Orange County?

Thanks,

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

ALLEN DESIGNS

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

Re: Wind Uplift on Awning

Bill,

In my opinion it would be components & cladding unless it is an element that is directly used to support the whole "structure"...and even then you might still have to check both C&C and MWFRS. Think of a stud in an exterior shear wall that acts as the end post of the sheallwall for overturning. That stud would first have to be checked/design for C&C wind loads for out of plane bending and shear, etc. Then it would also need to be checked for MWFRS loads for in plane shear acting on the shearwall that results in tension compression.

As to the specifics, I don't have my ASCE 7-05 in front of me at the moment, so I cannot help with that at the moment. I can take a look later if someone else has not already offered one.

Regards,

Scott
Adrian, MI

..... Original Message .......
On Fri, 2 May 2008 15:24:16 -0700 "Bill Allen" <t.w.allen@cox.net> wrote:
>I have a client who is creating a shade area by attaching a canvas awning between two exterior trellises. The canvas panels are 22'-0" x 16'-6" and there is a gap of about 1'-8" between them. There area a total of three canvas panels to form a shaded area of about 22'-0" x 38'-0".
>
>
>
>I'm a noobie when it comes to the ASCE 7 wind load provisions and I'm not really sure on what to use to calculate the wind uplift. My interest is in the design of the cables and particularly the attachment of the cables to the trellises. In my mind, I don't think these items are C&C, but I could be wrong.
>
>
>
>What should I use, Method 2, MFRS or C&C?
>
>
>
>From what table should I obtain the gust coefficients?
>
>
>
>TIA,
>
>
>
>T. William (Bill) Allen, S.E.
>
>ALLEN DESIGNS
>
>Consulting Structural Engineers
> V (949) 248-8588 •

Wind Uplift on Awning

I have a client who is creating a shade area by attaching a canvas awning between two exterior trellises. The canvas panels are 22’-0” x 16’-6” and there is a gap of about 1’-8” between them. There area a total of three canvas panels to form a shaded area of about 22’-0” x 38’-0”.

I’m a noobie when it comes to the ASCE 7 wind load provisions and I’m not really sure on what to use to calculate the wind uplift. My interest is in the design of the cables and particularly the attachment of the cables to the trellises. In my mind, I don’t think these items are C&C, but I could be wrong.

What should I use, Method 2, MFRS or C&C?

From what table should I obtain the gust coefficients?

TIA,

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

ALLEN DESIGNS

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

RE: Snow Loads

Hi Marty;
Snow loads are in Chapter 7 of ASCE7-05. As you know it's pretty
different. There are no specific requirements for valleys but there are
still requirements for drift, unbalanced, sliding, and impact. Also note
that most of the jurisdictions around us treat Pg (ground snow) = Pf (roof
snow). Good luck!
Take care,

Terry Weatherby
Weatherby-Reynolds-Fritson
Jackson, CA
________________________________________
From: Martin N. Pohll [mailto:mpohll@ranchomurieta.org]
Sent: Friday, May 02, 2008 1:03 PM
To: seaint@seaint.org
Subject: Snow Loads

1997 UBC Appendix Section 1641.3.2 had provisions for snow loads at valleys.

Is there a similar provision in ASCE 7-05

Martin N. Pohll
6934 Domingo Court
Rancho Murieta, CA 95683
(916) 769-4620
(916) 354-0581
(916) 354-3820 FAX

Re: A325 Bolts

On May 2, 2008, at 11:55 AM, Alfonso Quilala wrote:

> We are working in subzero temp and instead of A320 bolts for
> exterior application, we are planning to use A325 instead. How
> much capacity reduction we are going to use for using A325 in such
> an environment?
Cold weather operation isn't a strength issue--it's a notch toughness
issue. Stick with bolts intended for low temperature operation.

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

Re: Seismic Foundation Loading

Check the load combinations for the Code you are using. At first
glance it appears ASCE 7-05 Basic Combos use full earth load plus full
seismic.

On Thu, May 1, 2008 at 1:51 PM, Amy Swan <ajs789@gmail.com> wrote:
> For a foundation (parkade) with uneven backfill front and back...is it
> required to include full seismic loading in the load combinations? i.e.
> full seismic load from parkade and structure above - combined with full
> backfill load?

--
Will H.

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

Re: A325 Bolts

Harold and Drew,

Thanks for your reply.

Harold, the temperature is about minus 70 degrees F.

ASQuilala

----- Original Message ----
From: Harold Sprague <spraguehope@hotmail.com>
To: seaint@seaint.org
Sent: Friday, May 2, 2008 12:29:04 PM
Subject: RE: A325 Bolts

I guess, I would have to ask for definition sub zero. Minus 10 degrees F is sub zero, but so is minus 270 degrees F. A 325 bolts are commonly used in bridges in very cold climates where the temperature gets down to minus 20 degrees and even colder.

The A320 does not get excited until you are below 100 degrees F. The record low in Fairbanks, AK is minus 66 degrees F.

The issue with cold temperatures and steel is how brittle the steel becomes. If you are tensioning the bolts, the brittleness of the steel should not be an issue.

Regards,
Harold Sprague

Date: Fri, 2 May 2008 09:55:11 -0700
From: asqengg2@yahoo.com
Subject: A325 Bolts
To: seaint@seaint.org

We are working in subzero temp and instead of A320 bolts for exterior application, we are planning to use A325 instead. How much capacity reduction we are going to use for using A325 in such an environment?

Thanks in advance.

Cairo

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Snow Loads

1997 UBC Appendix Section 1641.3.2 had provisions for snow loads at valleys.

Is there a similar provision in ASCE 7-05

Martin N. Pohll

6934 Domingo Court

Rancho Murieta, CA 95683

(916) 769-4620

(916) 354-0581

(916) 354-3820 FAX

RE: When is Flame Bending Acceptable?

The material properties of steel should be unchanged for temperatures below 1100 degrees F. The biggest concern about heating reinforcing steel is the potential to damage the concrete. This has been in the ACI commentary for quite a while. The limits of heating weldable steel are in the AWS Section 5.26.2.

I think that the heat input into the concrete may be more of an issue unless it is in an area of little consequences.

Regards,
Harold Sprague

From: seaint04@lewisengineering.com
To: seaint@seaint.org
Subject: When is Flame Bending Acceptable?
Date: Thu, 1 May 2008 21:43:18 -0500

I'm wondering when flame bending of steel in the field is acceptable. I'm considering using it on a tension strap anchor. I have a case where I want to use a steel bar to be a tension tie to a concrete column. I have a concrete beam in the way. I want to go down the face of the beam and bend the bar back into the column. The face of the column sets back 2 inches from the face of the beam. I'm thinking about putting a steel shim in at the setback to keep the edge of the concrete beam from chipping and bending the strap back to the face of column where I can expansion bolt it into the concrete.

I don't think it is reasonable to pre-bend it because this will occur numerous times and the 2" setback is not exact in each case. Would this be a bad idea? What precautions should be taken r what other option should I consider?

Thanks.

Rich

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RE: A325 Bolts

I guess, I would have to ask for definition sub zero. Minus 10 degrees F is sub zero, but so is minus 270 degrees F. A 325 bolts are commonly used in bridges in very cold climates where the temperature gets down to minus 20 degrees and even colder.

The A320 does not get excited until you are below 100 degrees F. The record low in Fairbanks, AK is minus 66 degrees F.

The issue with cold temperatures and steel is how brittle the steel becomes. If you are tensioning the bolts, the brittleness of the steel should not be an issue.

Regards,
Harold Sprague

Date: Fri, 2 May 2008 09:55:11 -0700
From: asqengg2@yahoo.com
Subject: A325 Bolts
To: seaint@seaint.org

We are working in subzero temp and instead of A320 bolts for exterior application, we are planning to use A325 instead. How much capacity reduction we are going to use for using A325 in such an environment?

Thanks in advance.

Cairo

Be a better friend, newshound, and know-it-all with Yahoo! Mobile. Try it now.

With Windows Live for mobile, your contacts travel with you. Connect on the go.

Re: A325 Bolts

Alfonso Quilala wrote:
> We are working in subzero temp and instead of A320 bolts for
> exterior application, we are planning to use A325 instead. How much
> capacity reduction we are going to use for using A325 in such an
> environment?

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

A325 Bolts

Thanks in advance.

Cairo

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