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.
> 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.
> 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
> cables). AASHTO does not consider deflection critical for temporary
> such as wind. In the commentary Section 1.9.1(B), it states "For
> lighting (pole type) designs, deflections of 10 percent to 15 percent of
> pole height under design loads do not appear to be unreasonable."