question about wind load analysis of a open top screened structure
question about wind load analysis of a open top screened structure
(OP)
I was wondering if some one can provide guidance form the following wind analysis condition:
a metal screen that is supported by vertical and horizontal steel tubes is supported on top of a 18 story bldg.the screen has 3 sides and the fourth side is the side of the existing bldg.The screen is perforated , but the design architect is not allowing for any reduction in forces due to the perforations. considering that the screen is open on the top, how do you analyze the wind force ? is this a partially open structure? or an open structure? secondly can the stresses due to wind be decreased by 1/3? using the ASCE7-02 wind tables I came up with a wind force of 61.5 PSf (35.6 psf pos + -25.9psf neg = 61.5 psf)would the positive and negative wind forces add in this situation?
a metal screen that is supported by vertical and horizontal steel tubes is supported on top of a 18 story bldg.the screen has 3 sides and the fourth side is the side of the existing bldg.The screen is perforated , but the design architect is not allowing for any reduction in forces due to the perforations. considering that the screen is open on the top, how do you analyze the wind force ? is this a partially open structure? or an open structure? secondly can the stresses due to wind be decreased by 1/3? using the ASCE7-02 wind tables I came up with a wind force of 61.5 PSf (35.6 psf pos + -25.9psf neg = 61.5 psf)would the positive and negative wind forces add in this situation?






RE: question about wind load analysis of a open top screened structure
RE: question about wind load analysis of a open top screened structure
RE: question about wind load analysis of a open top screened structure
RE: question about wind load analysis of a open top screened structure
BA
RE: question about wind load analysis of a open top screened structure
RE: question about wind load analysis of a open top screened structure
Assuming the "screen" is substantial and can develop tension, your corner column at A-B will now pick up both the positive and negative pressure of walls A and C. It becomes a shear wall. If it will handle compression as well (diaphragm), then corner column B-C will carry the same load, otherwise it will only carry the pressures on wall C....but when the wind blows from the other direction, the reverse will apply so essentially all columns carry both loads. Then you have to check the wind from all other directions...that's just an example of one.
No, you cannot take a 1.33 overstress on this.
RE: question about wind load analysis of a open top screened structure