huangyhg

quartering winds
i heard someone talking about quartering winds, but unfortunately was not able to follow up. it's my understanding that in the case of a rectangular building, a quartering wind is one that is not orthogonal to either of the building axes. when is it appropriate to consider a quartering wind? is it mostly a consideration if you have lateral resisting elements that that resist lateral loads applied to each orthogonal axis, like a corner column that has rigid connections for each axis?
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i believe it is only an issue when lateral resisting elements (shear walls, braced frames, rigid frames) on two perpendicular walls meet at a corner. so i almost never worry about it. but if you are designing something like citicorp center in new york...
daveatkins
quartering winds are considered by the application of the load cases found in asce 7-98 figure 6-9 as referenced by ibc 2000 for the main wind force resisting system. note that the lods in case 3 resolve to a force applied 45 degrees (quartering) to the main axis of the building. t
these load cases are required for all designs >60' and as of asce 7-02 for all buildings period - even if they are less than 60'.
bjb,
thanks for the comments. except for maybe one or two buildings that i have worked on, all my projects have been less than 60 feet high and i really haven't had to consider fig. 6-9 from asce 7-98. here in new york state, our code is still based on the ibc 2000, so i haven't had the pleasure of dealing with asce 7-02. with the old new york state code, to get a wind pressure all you had to do was look it up in a table in the code. for most of the buildings that i work on, case 1 of fig. 6-9 would probably govern.

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