Thank you, that means techanically for a shearwall system, you should design that moment in the column and slab-col conecction detail due to the lateral force even without considering chapter 21(ACI318) in ETAB? And no need for RAM result if not name it as lateral columns. Thanks
I remember it's a high-rise project in Honolulu at roof level using a steel beam embeded in the shearwall to make the coupling beam shear work? With a picture of that detail. It was published maybe 5-6 years ago.
Or any idea to make a very large coupling wall (beam) shear work? Thank you.
anybody tried both of them? As I know now there is no ASCE 7-10 wind load created by ETAB and even in 7-05, you have to input Gust factor which is hard to calculate for high-rise building. is my observation right?
Also the building period from these two programs are different: does ETAB...
0.7I comes from 10.11.1 of ACI318-05 for uncracked wall. compared to you saw people using 1.0I for uncracked condition.
Thank you so much for your information. Very useful. I like your job: reviewing other people's work and can learn alot. BTW did you saw a shear kick at the interface...
Thank you so much.
DST148: does that mean you should have two model: one with 0.35I for seismic and 0.5I for wind drift check?
Bookowski: very good information, what number did you see they put when it is cracked by checking the tension stress? I assume 0.35I for strength design for both...
I normally input cracked factor 0.7 for concrete shear wall design. But just asking, for wind service drift check, is that possible to use 1.0 since the wall is not supposed to crack as in seismic ultimate stage? I know the best way is to check tension stress under load, did anybody have have...
