hippo11
Structural
- Mar 21, 2003
- 161
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?
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?
