Sign Wind Loads 9

[dik]

I have a bunch of little signs to design... different sizes on gravity bases.

I would normally use the projected area and use a force of design wind pressure x exposure factor (0.7), x wind pressure coefficient (1.3, for windward and leeward), x gust factor (2.5 rather than 2.0). They are temporary structures and I'd use an overturning factor of 3.

Does the ASCE or IBC have another prescribed approach? I don't have access to either document.

Thanks, Dik

 

[dik]

azcats, thanks... not familiar with ASCE7, but, will look at it this weekend. I'll be using the Canadian Code for this. It appears to be a lot more simple. Other than a projectile in a windstorm, I don't see a sign as being a complicated item. It's the varied number of locations where it can be installed that might add to the complexity.

Dik

 

[bridgebuster]

YES!



At least I know it's not just me.

 

[dik]

Another silly question. I cannot locate in the code where it stipulates a minimum overturning resistance other than the 0.9DL + 1.4LL. This is related to the National Building Code of Canada and the Ontario Building Code. Can anyone point to the requirement for a greater overturning resistance?

Dik

 

[dik]

BB&Ron... where all growing older and less tolerant of 'silly things'.

Dik

 

[bridgebuster]

Dik (damn autocorrect)- I thought we are supposed to mellow with age, like fine wine?

 

[dik]

So, what's your favorite whine?

Dik

 

[bridgebuster]

Where's Henry Youngman when you need him.

Anyway Dik, no complaints this week; I'm on vacation this week. Currently in the Great White North; too bad I'm a few hundred miles east off you.

 

[JAE]

Henny Youngman I think you mean.

https://en.wikipedia.org/wiki/Henny_Youngman

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[bridgebuster]

It’s that damn autocorrect on my iPhone again.

 

[JAE]

Take my phone....please.

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[bridgebuster]

Yuk, yuk, yuk