high mast lighting pole -wind load
high mast lighting pole -wind load
(OP)
I have 100 feet high and may be 29" dia at lower end.Tapers at top, do not know to what dia.
Which formula of ASCE -7- 2005 I should use.
(Fig 6-21 on page 74 ?)
Which formula of ASCE -7- 2005 I should use.
(Fig 6-21 on page 74 ?)






RE: high mast lighting pole -wind load
RE: high mast lighting pole -wind load
RE: high mast lighting pole -wind load
RE: high mast lighting pole -wind load
RE: high mast lighting pole -wind load
http://www.dot.state.fl.us/structures/proglib.htm
There is a program there that designs high mast light poles per 2001 AASHTO Requirements. You'll need MathCad.
RE: high mast lighting pole -wind load
RE: high mast lighting pole -wind load
I think most manufacturers have design tables, including foundation forces; I can remember only having to design foundations and letting contractor pick from an approved list of manufacturers.
Some manufacturers are Summit, Valmont, Holophane, Millerbernd, possibly Union Metals and Ameron. (Some of this info is 15 years old)
Fatigue is definitely a big issue; I am aware of several HML that failed well before they should have - weld quality is a big issue.
I guess none of that answers your question, though. Drag coefficient will be dependent on what shape the manufacturer uses for the pole - I think dodecagonal is typical. The aforementioned AASHTO guide covers this shape; it doesn't look like ASCE does. I'd push to get a copy of AASHTO Sign, Signal and Luminaire specs as it'll cover all your questions - it's only a couple hundred bucks and should pay for itself quickly, even if you don't use it much.
RE: high mast lighting pole -wind load
On the cantilevered signal light poles, they have a horizontal flat plate out near the end that serves no obvious purpose. I inquired one time with a manufacturer and found that it was a spoiler to prevent or lessen vibration in the wind (vertical movement, I thnk). You wouldn't ever come up with that design from a static analysis per AISC 7. Similarly, tall stacks can oscillate crosswise in the wind, which is not accounted for in the normal building codes. I assume flag poles have similar issues.
RE: high mast lighting pole -wind load