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# RE: flag-pole

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• To: <seaint(--nospam--at)seaint.org>
• Subject: RE: flag-pole
• From: bob.ross(--nospam--at)wgint.com (Bob Ross)
• Date: Mon, 17 Sep 2001 16:41:06 -0700
```The size of my flag pole is 8" at the base and is 40-feet above the base.
The embeddment length suggested is 5-feet.

-----Original Message-----
From: syed faiz ahmad [mailto:syedfaiz23(--nospam--at)hotmail.com]
Sent: Monday, September 17, 2001 2:16 PM
To: seaint(--nospam--at)seaint.org
Subject: Re: flag-pole

Hello there!

Over turning Moment at the base is a very important factor in the stability
analysis of a pole (be it a light pole or a flag pole); which infact
determines the size of the footing to be used to give a Stabilising Moment,
at least 1.5 times the Over turning Moment.

But remeber, the size of the pole (implying height & diameter or width) is
important together with the size of flag or the luminaire.

If you provide me the size of the pole, I can let you know how to compute
the Overturning moment at the base. This will help you determine the size of
the footing. Regards,

SYED FAIZ AHMAD; MENGG, MASCE
SENIOR STRUCTURAL ENGINEER
SAUDI OGER LTD
RIYADH, SAUDI ARABIA.

>From: Puebla Raul <rpuebla(--nospam--at)cee.gov.ec>
>Reply-To: seaint(--nospam--at)seaint.org
>To: seaint(--nospam--at)seaint.org
>Subject: flag-pole
>Date: Mon, 17 Sep 2001 13:59:08 -0500
>
>
>
>Hi Everyone,
>
>If anyone can help me.
>What considerations  With Respect to wind pressure I need to make  for to
>realize the analysis and design a flag pole of heigh 50 meters in steel .
>with wind of 80 kph. The flag is 8x6 meters..
>
>Thank you very much in advance,
>
>Marino Puebla
>Ecuador Sudamerica
>
>
>
>
>
>
>
>
>
>
>-----Mensaje original-----
>De: Ron Hill [mailto:ronhill(--nospam--at)hillce.com]
>Enviado el: Lunes, 17 de Septiembre de 2001 12:49
>Para: seaint(--nospam--at)seaint.org
>Asunto: RE: Natural Frequency
>
>For "flag-pole" type (first mode) I find the Modified Rayleigh Method as
>noted in Biggs "Introduction to Structural Dynamic" is a good one.  You
>load
>the structure in the horizontal direction with the dead load and determine
>the deflections.  You can use your general FEM program to calculate
>deflections.
>
>
>Ronald Hill, P.E.
>HILL Consulting Engineering
>Birmingham, Alabama  USA
>Phone: 205.823.4784
>FAX: 205.823.4145
>Email: ronhill(--nospam--at)hillce.com
>Efax: 509.275.8095
>http:\\www.hillce.com
>
>-----Original Message-----
>From: Padmanabhan Rajendran [mailto:rakamaka(--nospam--at)yahoo.com]
>Sent: Monday, September 17, 2001 12:29 PM
>To: seaint(--nospam--at)seaint.org
>Subject: Re: Natural Frequency
>
>
>Anyone out there who can give me the formula for
>natural frequency of a tapered cantilever member
>(Larger end at the clamped edge)?
>(1) self weight only
>(2) with a concentrated load at the tip
>
>Thanks.
>
>Rajendran
>
>P.S. I have derived it from first principles, using
>the book by Clough & Penzien, but the math being
>complicated, I want to check my results.
>
>___
>
>
>
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