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RE: Pole Foundations

• To: seaint(--nospam--at)seaint.org
• Subject: RE: Pole Foundations
• From: "syed faiz ahmad" <syedfaiz23(--nospam--at)hotmail.com>
• Date: Sun, 09 Dec 2001 18:25:26 +0300

```Dennis,

```
Thanks for updating us on the sites where such design spread sheets are available for download. This would certainly make the task lot more easier. Thanks once again.
```
SENIOR STRUCTURAL ENGINEER
SAUDI OGER LTD

```
```From: "Dennis Wish" <dennis.wish(--nospam--at)gte.net>
To: <seaint(--nospam--at)seaint.org>
Subject: RE: Pole Foundations
Date: Sat, 8 Dec 2001 16:12:26 -0800

If you are an Excel user, there is a spreadsheet that will calculate the
moment in the pole due to the wind applied to the sign area. It follows
each of the steps in the basic logic that Syed indicates below with a
couple of exceptions:
1. The spreadsheet allows for up to three signs to be placed on one
pole.
2. The spreadsheet calculates the height of the signs above the base to
determine the wind load applied. In other words, if the sign lies
between two regions where the wind load changes then the area of that
sign section is broken into two and the wind pressure is applied to each
area above and below the line.
3. The wind on the pole is neglected in this spreadsheet. I suppose it
can be argued that the pressure against the area of the pole is
significant and it would be if the area of the sign is quite small.
4. The moment is calculated due to each sign segment so that the
designer may change the pole section as the moment increases or
decreases.
5. The pole and foundation is not designed in the spreadhsheet - this is
left to another spreadsheet or one of the commercial programs such as
Enercalc. However, if someone is ambitious and would like to improve the
spreadsheet, you are welcome to do so.

The spreadsheet is available on The Structuralist.Net Professional
Discussion forum 'Cybrary' in the Spreadsheet Template forum. The
Pole-sign spreadsheet is available along with nearly 20 other

Enjoy!

Dennis S. Wish, PE
California Professional Engineer
Website:
http://www.structuralist.net

Professional Forum:
http://www.structuralist.net/cgi-local/yabb/YaBB.cgi

Public Forum on Housing:
http://www.structuralist.net/cgi-local/yabb2/YaBB.cgi

-----Original Message-----
Sent: Saturday, December 08, 2001 12:26 PM
To: seaint(--nospam--at)seaint.org
Subject: Re: Pole Foundations

Randy,

You have to do it by first principle; its simple.

For such a height wind will govern. You have to proceed as follows:

-  establish wind pressure; use ASCE manual
for the purpose.

-  from the given geometry of the luminaire,
establish C.G of the luminaire; for all
practical purposes the center of the
luminaire should be its C.G.(CENTER OF
GRAVITY).

-  establish the C.G of the light pole
itself; use simple mathematics to do
that.

-  the next step is to determine the
surface area of the luminaire & the
light poles;that is the surface exposed to the
wind.

-  apply the wind pressure to the surface
areas to establish the wind loads.

- apply these wind loads to the C.G of both
the luminaire & the light poles; multiply
the wind load with the lever arm to
determine the wind moments at the base of
the pole.

- after determining the wind moments, make
stability checks; that is checks to
satisfy:

-  stability against overturning
-  stability against sliding

- the contributions for the stabilising
moments would come from:

-  dead weight of the footing
-  soil overburden weight
-  passive resistance from the soil.

- the size of the footing should however be
first established through vertical
reactions divided by the bearing capacity;
however, the size would ultimately have
to be such as to satisfy the stability
requirements.

Hope that helps. Regards,

SENIOR STRUCTURAL ENGINEER
SAUDI OGER LTD

>From: Randy Diviney <rsdiviney(--nospam--at)hayeslarge.com>
>To: seaint(--nospam--at)seaint.org
>Subject: Pole Foundations
>Date: Tue, 04 Dec 2001 15:27:54 -0500
>
><< attach1 >>

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