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RE: Wind Load on Carport[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Wind Load on Carport
- From: "Teo, KP" <KP_Teo(--nospam--at)fwhou.fwc.com>
- Date: Thu, 9 Apr 2009 10:41:55 -0500
Although the framing is relatively light, but due to the height of the your parking structure it could still be considered rigid (frequency > 1.0), which justified using a G of 0.85 rather than going thru section 184.108.40.206.
This can be proven by creating a quick StaadPro model, applying your gravity load in the horizontal directions (X and Z) and use the command "Calculate Rayleigh Frequency".
Just my two cents on it...
From: Jerry Coombs [mailto:jdcengr(--nospam--at)verizon.net]
Sent: Thursday, April 09, 2009 7:08 AM
Subject: RE: Wind Load on Carport
But we still have to go through the rather involved 220.127.116.11 to get G, right?
Jerry D. Coombs, P.E.
From: Alter Dieter
Where and how can one find: ASCE 7-05 has section 6.5.13 for the design of open buildings with monoslope, pitched, or troughed roofs?
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