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RE: Srength design Wind Load Factors

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The discussion in the ASCE 7 commentary is in Sections C6.5.4 and C6.5.4.4 (p.284-286).



Gary J. Ehrlich, PE
Program Manager, Structural Codes & Standards
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From: J B [mailto:jb.seaint(--nospam--at)]
Sent: Friday, June 05, 2009 11:22 PM
To: seaint(--nospam--at)
Subject: Re: Srength design Wind Load Factors



The wind load factors changed when the directionality factor (Kd) was extracted from the constant in the basic wind pressure. i.e. 1.3/0.85 = 1.53 (approx. 1.6). See the commentary in ACI318-05 Section 9.2.1 for some more explanation.

I don't have a copy handy at the moment, but I'm sure it's also probably described in the commentary for ASCE7 somewhere, too. Theoretically, the only net increase is the difference between 1.53 and 1.6 when using the 1.6 load factor with ASCE7-05 wind loads.




---------- Forwarded message ----------
From: <lrhauer(--nospam--at)>
Date: Fri, Jun 5, 2009 at 3:51 PM
Subject: Srength design Wind Load Factors
To: SEAOC <seaint(--nospam--at)>

To All,

I am designing concrete anchorage for an antenna, (epoxied threaded rods into existing concrete. I noticed in the '06 CBC, Section 1605 that the wind design factor for strength design is 1.6W. I always thought it was 1.3W. Can anyone shead some light on this increase, or has it always been 1.6?

Thanks in advance.

Larry Hauer S.E.

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