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Re: flag pole deflection

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I think that their are no short-cuts to this problem. Too many different
opinions have been given. This is a case were a dynamic analysis is a must
as vortex shedding is dominant here.

Regards,
Denis Camilleri

----------
> From: Harold Sprague <harold.sprague(--nospam--at)neenan.com>
> To: 'seaint(--nospam--at)seaint.org'
> Subject: RE: flag pole deflection
> Date: 26 May 1999 4:15p
> 
> That is interesting.  15% is about an h/7 deflection.  That is a huge
> departure from the initial take of h/100. 
> 
> Regards,
> Harold Sprague
> The Neenan Company
> 
> 
> -----Original Message-----
> From: RLFOLEY(--nospam--at)aol.com [mailto:RLFOLEY(--nospam--at)aol.com]
> Sent: Tuesday, May 25, 1999 5:52 PM
> To: seaint(--nospam--at)seaint.org
> Subject: Re: flag pole deflection
> 
> 
> The 2.5% limit is for Group I loading (Dead loads or Transverse loads
from 
> cables).  AASHTO does not consider deflection critical for temporary
loading
> 
> such as wind.  In the commentary Section 1.9.1(B), it states "For
high-level
> 
> lighting (pole type) designs, deflections of 10 percent to 15 percent of
the
> 
> pole height under design loads do not appear to be unreasonable." 
>