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RE: Deflection

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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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