If you look at section 6.1.4.1, " The design wind for for open buildings and other structures shall not be less that 10lb/sq ft multiplied by Af". Since the column loads do not appear to be calculated as part of an Open Structure design (I would assume due to the roof lateral load being far greater than the load on the columns), I would think that the 10 lb/sq ft would be a good number to use on the columns. Personally, I would go conservative and have that load hit every column. If I remember fluid dynamics, an eddy of wind will form behind each column, but will then continue to affect the next column in the line. I am in no way an expert, that's my two cents.r
Sincerely, Jorge DuQuesne The Engineering Group, Inc. Post Office Box 536 Lowell, AR 72745 479.633.7654 866.484.6298 fax www.TEG-AR.com
On 9/30/2011 12:37 PM, nma wrote:
Joe:
Just figure it is going to try to fly.
Neil
On 9/30/2011 10:16 AM, Joseph Grill wrote:
I tried to send a message yesterday on this subject. But with new phones, new wireless providers, a move across country etc i'm not sure it went through.
Anyway I am designing an outdoor picnic pavilion. The plan dimensions are about 60' x 30'. It will have monoslope roof supported by 4 bays of 3 columns. I have calculated the wind loads for the MWFRS at the roof. I can't decide on what ASCE requirements/equations to use for the MWFRS loads to the columns and if that load should be applied to each column in each row parallel to the load direction. In another words if there are 4 columns in line parallel to the wind load would all 4 columns be loaded?
I have considered using loads calculated from section 6.5.15 "Design Wind Loads on Other Structures". Am I wrong? If so can anyone suggest what i should be doing?
Thanks,
Joseph R. Grill, PE
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