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...
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...
