huangyhg

asce 7-05
after one has used the subject code to calc. the base shear for wind & seismic loads and determines that wind will govern the design how should one "operationalize" the instructions in chapter 11.1.1 (p.109) and appendix c11.1.1 (p.353)?
appendix "c11.1.1 purpose" sez that even though the wind loads govern the design that the "...detailing requirements and the limitations prescribed in this section (the seismic section) are still required to be followed".
thanks for your thoughts on this issue.
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this means that even if the wind design governs, yet you are not relieved of the seismic detailing requirements. ibc seismic detailing requirements are essentially chapter-21 of aci seismic design requirements for concrete structures.
based on which seismic design category (sdc) your structure is, you have to make sure your detailing of the
i have mentioned ibc in my previous post. but still the comment holds true.
you should also note that it is possible for wind to govern the base shear while seismic governs some individual member designs. this is obviously too cumbersome for hand calcs, but if you are using ram or something similar you should take note of what load combination is governing all
thanks for the response. i practice in the puget sound area of washington (the state) and the seismic design category is always "d".
since i am doing mostly light framed construction i believe that i am off the hook for omega multipliers on drag struts, collectors, etc. i will need to put on my thinking cap to figure out how these requirement might affect reinforced concrete retaining walls.i think that it is unfortunate that table 15.4-2 (seismic coefficients for nonbuilding structures not similar to buildings) didn't specifically identify cantilever retaining walls. i use the values for "all other steel & reinforced concrete distributed mass structures..." to calc. the seismic loads.

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