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Re: storefront wall

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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?
Andy R.
Bluffton, SC
On 9/7/06, chuck utzman <chuckuc(--nospam--at)> wrote:
I had the same reaction so I called MiTek this morning :

David Lopp

Hardy Frames, Inc.

(800) 754-3030 

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 :-)


On 9/7/06, Michel Blangy <mblangy(--nospam--at) > wrote:
How common are ASTM A6/A 6M-01b wide-flange shapes?
Michel Blangy
-----Original Message-----
From: Dennis Wish [mailto:dennis.wish(--nospam--at) ]
Sent: Thursday, September 07, 2006 5:41 AM
To: seaint(--nospam--at)
Cc: akester(--nospam--at)
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.






From: Andrew Kester, PE [mailto: akester(--nospam--at)]
Sent: Wednesday, September 06, 2006 6:41 AM
To: seaint(--nospam--at)
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