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Re: storefront wall

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These are fairly commonly used in pre-engineered metal buildings when a brace can not be used. The shear is handled many different ways depending on the magnitude. Dump the shear in the anchor bolts with plate washers welded to the column base plate.
Provide an embed plate with shear lugs
Embed the column base in the foundation.

A moment connection using the anchor rods to transfer moment into the foundation is used.

The foundation is designed to resist the moment from the cantilevered column. Often times in PEMB's the moment is transferred into grade beams in the strong way.

Regards,
Harold Sprague





From: "Andy Richardson" <chuzman(--nospam--at)gmail.com>
Reply-To: <seaint(--nospam--at)seaint.org>
To: seaint(--nospam--at)seaint.org
Subject: Re: storefront wall
Date: Thu, 7 Sep 2006 13:31:37 -0400

I am  interested in the idea of a cantilevered column.  Can someone briefly
explain how this works?  How is the moment at the footing resisted?  Also,
how is the shear transferred into the column, since there is no beam to
collect the shear?

Regards,
Andy R.
Bluffton, SC


On 9/7/06, chuck utzman <chuckuc(--nospam--at)pacbell.net> wrote:

 Gerald-
I had the same reaction so I called MiTek this morning :

*David Lopp*

*Hardy Frames, Inc.*
*(800) 754-3030
dbischoff(--nospam--at)mii.com
*
They are scurrying to get a catalog ready for the upcoming SEAOC
convention (but then that's what they said about the PCBC :o)  There is an
ER available on their web site & David sent me a pre-release version of the
catalog by email.

Chuck Utzman, P.E.

Gerard Madden, SE wrote:

Do these have or need ICC Approval Dennis?

Sideplate was a Proprietary Post Northridge pre-qualified SMRF connection
in the FEMA 350 books. I believe a firm in Los Angeles. I guess Hardy Frames
have partnered up with them?

I wish they would send me some literature. I'm a structural engineer who
has specified hundreds of Hardy Frames and Panels, but I first heard about
these frames from Two ARCHITECTS who went to a Builders Convention in the
spring. You think they would give the people who spec them regularly
(California Structural Engineers) some info? It's not like I'm not in their
database :-)

-gm

On 9/7/06, Michel Blangy <mblangy(--nospam--at)satco-inc.com> wrote:
>
>  Dennis,
>
> How common are ASTM A6/A 6M-01b wide-flange shapes?
>
> Michel Blangy
>
>
> -----Original Message-----
> *From:* Dennis Wish [mailto:dennis.wish(--nospam--at)verizon.net]
> *Sent:* Thursday, September 07, 2006 5:41 AM
> *To:* seaint(--nospam--at)seaint.org
> *Cc:* akester(--nospam--at)cfl.rr.com
> *Subject:* RE: storefront wall
>
>  I recently wrote about the new SidePlate? product from MiTek?
> industries. I have not seen it posted, so I would appreciate if someone
> would let me know whether my e-mail has reached the list.
>
> With regard to Andrew's response to Flagpole construction, as long as
> the SidePlate? moment frame is used without being combined in the same line > with more rigid shear elements and remains the only shear resisting element, > the user is not penalized by a lower R value and the frame can be designed
> with an R value (according to the 97 UBC) ranging from 4.5 to 8
> depending on how it is designed whereas the cantilevered columns are to be
> adjusted for an R of 2.2 per the UBC (and similar in ICC codes).
>
> This gives an advantage to the SidePlate? design. Mitek? will design to
> deflection specificiations which are more in line with masonry than with > wood shear walls. It is a stiffer system that I think works well in Masonry
> design conditions.
>
>
>
> Please let me know if you receive this e-mail but do not see it posted
> on the SEAINT List.
>
>
>
> Regards,
>
> Dennis
>
>
>
>
>  ------------------------------
>
> *From:* Andrew Kester, PE [mailto:akester(--nospam--at)cfl.rr.com]
> *Sent:* Wednesday, September 06, 2006 6:41 AM
> *To:* seaint(--nospam--at)seaint.org
> *Subject:* re: storefront wall
>
>
>
> What we have done before on storefronts is use the normal steel framing
> that you have to provide for the front-to-back spanning joists, and use that > for your bracing system. You can use HSS columns or WF cantilevered up (flag
> pole) to take the lateral load. Usually these are there anyway for the
> gravity framing and for misc framing for the storefront. Be very careful
> with deflection. Since we are already have pad footings for gravity and
> uplift, sometimes it just takes a little redesign and a small increase in
> the footings to get them to work.
>
>
>
> That is if the diaphragm ratio allows too much deflection that is not
> compatible with the masonry walls. I would not want too much deflection in
> that deck where the CMU is attached...
>
>
>
> Andrew Kester, PE
> Principal/Project Manager
> ADK Structural Engineering, PLLC
> Lake Mary, FL
>



--
-gm



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