Canopy atop Freestanding wall

• Mar 21, 2018

• #2

FoxSE14

Structural

Feb 5, 2011

131

I think a sketch or photo would help.

 

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• Mar 21, 2018

• #3

WARose

Structural

Mar 17, 2011

5,594

Without looking at it.....if we are just talking designing the canopy and the members that directly support it....I'd probably use the lattice approach (i.e. loading individual members). Usually for small structures this is the approach. The trussed tower approach is where you have a number of members where loading each one would be too cumbersome.

Also keep in mind: even for a open canopy.....you will have uplift and down loads for it. IIRC ASCE 7-10 (and later) covers that.

 

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• Mar 21, 2018

• Thread starter
• #4

cgstrucg

Structural

Mar 21, 2018

135

The structure is just like this but free on both sides. It relatively small in height - 20 ft. I have calculated down loads and wind loads on canopy using lattice framework but for uplift should I apply wind load at column?

 

 http://files.engineering.com/getfile.aspx?folder=3a847cc2-ac0b-4748-acad-4d733b5b82bf&file=1.PNG

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• Mar 21, 2018

• #5

WARose

Structural

Mar 17, 2011

5,594

I have calculated down loads and wind loads on canopy using lattice framework but for uplift should I apply wind load at column?

Click to expand...

I'd apply it over all the cover. See Figures 27.4-4 & 27.4-7 in ASCE 7-10.

 

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• Mar 21, 2018

• Thread starter
• #6

cgstrucg

Structural

Mar 21, 2018

135

But would that not be designing the structure as 27.4.3 Open Buildings with Monoslope, Pitched, or Troughed Free Roofs and not as 29.5 The design wind force for other structures (chimneys, tanks, rooftop equipment for h > 60°, and similar structures, open signs, lattice frameworks)

 

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• Mar 21, 2018

• #7

JAE

Structural

Jun 27, 2000

15,590

That looks more like an open building - even with a partially open "roof" you'd still have the potential of someone covering it someday or the wind drag on any lattice, partially open membrane, or grid would be almost as much as a solid cover.

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• Mar 21, 2018

• #8

WARose

Structural

Mar 17, 2011

5,594

But would that not be designing the structure as 27.4.3 Open Buildings with Monoslope, Pitched, or Troughed Free Roofs and not as 29.5 The design wind force for other structures (chimneys, tanks, rooftop equipment for h > 60°,....

Click to expand...

For the uplift/down MWFRS loads on the roof? That's the idea. For the support members (i.e. columns, etc)....I think the lattice method would be appropriate.

 

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• Mar 22, 2018

• Thread starter
• #9

cgstrucg

Structural

Mar 21, 2018

135

Got it. Thank You

 

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