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Re: AISC Table X (9th Ed.) or Table 10-9a (13th Ed.)

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Or you can check out Table 8-11 of Silver Steel manual which shows that Phi_Fv for A 307=18.0 ksi which is what I used in my spreadsheet IIRC and used the same calculations.

In that table, it lists Design Shear Strength of 1 bolt (kips) = 5.52 kips and 11.0 kips (single and double shear respectively) for 5/8" dia.  Divide by 1.4 for ASD capacity.

You would need to check the other failure modes but I doubt they'd govern for this case

-g





On 10/8/07, Gerard Madden, SE <gmse4603(--nospam--at)gmail.com> wrote:
Bill,

I have a spreadsheet at home that I can run that design shear tabs. It's based on Astaneh, Call, and McMullen (my grad school prof who was Astaneh's student) steel tips papers which the values in the Silver LRFD book are based upon. I believe I built in an A307 bolts option into it for the reason you mentioned but I can't remember. Another thing that happens is that even if you specify HSB's, A325's etc. on a residential project, the contractors will still put an A307 half the time.

-gm


On 10/8/07, Bill Allen < T.W.Allen(--nospam--at)cox.net> wrote:
I don't do a lot of steel design and my preferences might be dated, so I
might reveal a bit of naiveté, but I'll comment anyway.

In "my world", which is Type V construction (i.e., primarily light framed,
wood, CFS, masonry, etc.), there is a need for an occasional steel beam or
three. These structures do not normally require special inspectors, but I
guess with the advent of the IBC, those instances will be fewer. Anyway,
I've always designed my simple steel connections based on bearing load since
the members were usually lightly loaded and did not need the capacity of
A-325 bolts. As soon as I specify A-325 bolts, the "special inspection" flag
goes up. The minimum charge (in the real world) is four hours or $160 to
$250. I realize in a steel building, this isn't a big issue since there are
so many connections and the labor savings of installing fewer bolts can be
realized, but that is just not the case in the structures I design. In my
particular case, the inspector would inspect one connection!

The preferred diameter of bolt is 5/8".

I hope this answered your question.

Regards,

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

> -----Original Message-----
> From: Abolhassan Astaneh-Asl [mailto: astaneh(--nospam--at)ce.berkeley.edu]
> Sent: Sunday, October 07, 2007 10:37 PM
> To: seaint(--nospam--at)seaint.org
> Subject: AISC Table X (9th Ed.) or Table 10-9a (13th Ed.)
>
> Dear Mr. Allen: Is there a particular reason that you are using A307?
> Could you please give more information on the connection or the structure.
> No specific names or locations of the structure,  just enough to
> understand why A307 bolts are used and not A325 or A490?  And what is the
> diameter of A307 that you are using?
> In my Steel Design courses, I never had an actual example of use of A307
> to give to my students. This will be very helpful in my teaching.
> Thanks. As for your question, I hope AISC or others , more qualified than
> I am , will help.
> Abolhassan Astaneh,Professor  UC Berkeley  ( www.ce.berkeley.edu/~astaneh )
> -------------------
> From: "Bill Allen" <T.W.Allen(--nospam--at)cox.net>
> To: "'Bill Allen'" < T.W.Allen(--nospam--at)cox.net >,
> Subject: AISC Table X (9th Ed.) or Table 10-9a (13th Ed.)
>
> What do I use (table or procedure) if I want to use A-307 bolts in a
> single
> plate connection?
>
> T. William (Bill) Allen, S.E.
>
> ALLEN DESIGNS <http://www.AllenDesigns.com>
>
> Consulting Structural Engineers
>  V (949) 248-8588 . F(949) 209-2509
> ---------------------
>
>
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--
-gm



--
-gm