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design foundations for seismic e or amplified seismic em?
so from asce 7-02 we have e=rho*qe+-0.2sdsd
and amplified em=omega*qe+-0.2sdsd
say you are in sdc d, with an ocbf structure, where you've designed your members for em, your column base plate connection for em, your connections for regular e....let's look at the foundation.
asce 9.5.2.7 says you can neglect 0.2sdsd for fdn o'turning.
ibc 1801 says you can take 75% of your quake load for fdn o'turning.
all that being said....now, for the foundation, do you do your strength design for em or e?
how about when you check that under service-level loads you are < qa recommended by the geotech, and check that you have no net uplift...e or em?

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2009-09-08, 05:23 PM	#1
huangyhg 超级版主注册日期: 04-03 帖子: 18592 精华: 36 现金: 249466 标准币资产: 1080358888 标准币	design foundations for seismic e or amplified seismic em design foundations for seismic e or amplified seismic em? so from asce 7-02 we have e=rhoqe+-0.2sdsd and amplified em=omegaqe+-0.2sdsd say you are in sdc d, with an ocbf structure, where you've designed your members for em, your column base plate connection for em, your connections for regular e....let's look at the foundation. asce 9.5.2.7 says you can neglect 0.2sdsd for fdn o'turning. ibc 1801 says you can take 75% of your quake load for fdn o'turning. all that being said....now, for the foundation, do you do your strength design for em or e? how about when you check that under service-level loads you are < qa recommended by the geotech, and check that you have no net uplift...e or em? __________________ 借用达朗贝尔的名言：前进吧，你会得到信心! [url="http://www.dimcax.com"]几何尺寸与公差标准[/url]