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# Re: Deflection

• To: seaint(--nospam--at)seaint.org
• Subject: Re: Deflection
• Date: Wed, 4 Nov 2009 16:41:13 -0800 (PST)

thank you Reza.

To: Seaint List Discussion List <seaint(--nospam--at)seaint.org>
Sent: Wed, November 4, 2009 4:28:31 PM
Subject: RE: Deflection

Check E3 (Bolted Connections) in AISI Standard (North American Specification for the Design of Cold-Formed Structural Members)

Reza Dashti P.Eng
Vancouver, BC

Date: Wed, 4 Nov 2009 15:45:22 -0800
Subject: Re: Deflection
To: seaint(--nospam--at)seaint.org

Hi guys, do any of you guys know the allowable bearing value on a light gage metal stud? By bearing, I am refering to bolt bearing like in a light gage metal to light gage metal connected  in shear with machine bolts.  The allowable load would be governed by the allowable bearing between the light gage metal and the bolt. Does anyone know where I may find the equation for the particular bearing allowed?

From: "Stuart, Matthew" <mStuart(--nospam--at)cmxengineering.com>
To: seaint(--nospam--at)seaint.org
Sent: Wed, November 4, 2009 2:36:10 PM
Subject: RE: Deflection

Check out the recommendations of one of the AISC Guidelines, I can't remember which one, that is the resource I always look to for the H/400 limitation.

Matthew Stuart

________________________________

From: Doug Mayer [mailto:doug.mayer(--nospam--at)taylorteter.com]
Sent: Wed 11/4/2009 3:30 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: Deflection

David, Matthew:

Seismic drift limitations are often in the realm of H/200 (using 0.020*hx and a Cd=4)...why so much more stringent for wind?

Doug Mayer, SE

From: Stuart, Matthew [mailto:mStuart(--nospam--at)cmxengineering.com]
Sent: Wednesday, November 04, 2009 12:18 PM
To: seaint(--nospam--at)seaint.org
Subject: RE: Deflection

H/400

D. Matthew Stuart, P.E., S.E., F.ASCE, SECB

Senior Project Manager

Structural Department

Associate

Engineers and Consultants - CMX <http://www.cmxengineering.com/index.htm>

200 Route 9

Manalapan, NJ 07726

732-577-9000 (Ext. 308)

908-309-8657 (Cell)

732-298-9441 (Fax)

mstuart(--nospam--at)CMXEngineering.com

________________________________

From: Doug Mayer [mailto:doug.mayer(--nospam--at)taylorteter.com]
Sent: Wednesday, November 04, 2009 3:15 PM
To: seaint(--nospam--at)seaint.org
Subject: Deflection

When wind governs in your lateral system design, what is the building drift limitation?  There doesn't seem to be any specified building drift limitation for wind loads (that I can find) in the code.  What do you wind country folks do?

Thanks,

Doug Mayer, SE

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