Wind Drift Limits for High Rise Buildings
Wind Drift Limits for High Rise Buildings
(OP)
I am working through the preliminary design of a 13 story building (steel framed with X bracing) and was hoping to get some feedback on how others go about checking wind drift/interstory drift in their designs.
(1) Do you check the drift just at the center of rigidity?
(2) Do you check the drift at each frame?
(3) Do you check the drift at any point of the floor plate (even the far outside corners)?
(4) Do you check drift just using the main X and Y wind cases or also the torsional wind cases?
I feel like you should check the drift at any point on the floor plate for any wind case, including the torsional case, but am I stacking the deck again myself by doing this?
Any thoughts would be appreciated?
(1) Do you check the drift just at the center of rigidity?
(2) Do you check the drift at each frame?
(3) Do you check the drift at any point of the floor plate (even the far outside corners)?
(4) Do you check drift just using the main X and Y wind cases or also the torsional wind cases?
I feel like you should check the drift at any point on the floor plate for any wind case, including the torsional case, but am I stacking the deck again myself by doing this?
Any thoughts would be appreciated?






RE: Wind Drift Limits for High Rise Buildings
RE: Wind Drift Limits for High Rise Buildings
RE: Wind Drift Limits for High Rise Buildings
RE: Wind Drift Limits for High Rise Buildings
Is that your company's standard or is there documentation of this limit anywhere? Buildings these days are not symmetric and usually the twist component is a good chunk and when added to the sway component can cause the deflection at extremities to exceed H/400.
What are you suggesting seems to make sense. Would appreciate any references you have.
RE: Wind Drift Limits for High Rise Buildings
RE: Wind Drift Limits for High Rise Buildings
They have a nifty table outlining all sorts of drifts based on exterior cladding and supporting frame.
This is not code required in the U.S. for wind.
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RE: Wind Drift Limits for High Rise Buildings
One other topic I would like to hear what other's do...Do you typically model the foundation conditions as idealized pins or do you use estimated spring constants for the vertical and horizontal reactions? Probably has a little to do with the size of building and the program you are using. RAM only allows vertical springs whereas RISA allows for springs in any direction. On the 13 story building mentioned above my lateral deflections double when I swap out the idealized pins for springs.
Any thoughts would be appreciated.
Thanks.
RE: Wind Drift Limits for High Rise Buildings
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Wind Drift Limits for High Rise Buildings