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Shear collapse
Posted: 04 Jun 2020, 15:35
by sanya greek
Hello!!!
How its possible, that collapse due shear capacity in columns of ground floor are earlier than collapse by chord rotation?
I think that you forget to use VR,c for shear capacity before collapse by chord rotation?
Thank you!
Re: Shear collapse
Posted: 04 Jun 2020, 16:53
by seismosoft
It mostly depends on the reinforcement of the members. Note that usually in eixting buildings shear failures occur first.
Seismosoft Support
Re: Shear collapse
Posted: 04 Jun 2020, 21:05
by sanya greek
seismosoft wrote: 04 Jun 2020, 16:53
It mostly depends on the reinforcement of the members. Note that usually in eixting buildings shear failures occur first.
Seismosoft Support
Ok. Example from my work:
Column Dimension
Reinforcement
Steel properties
Concrete properties
N=340KN.
By KAN.EPE 7.2.2 (δ) eq. (Σ3) Vr,c= 145 KN
Ls=1.4m, My(or Mrd)=96, so Vmu=96/1.4=68,5 <145 KN.
So, the column collapse by chord rotation first.
But programm show, that Shear Capacity = 38 KN
It have not logic, i think
Re: Shear collapse
Posted: 05 Jun 2020, 11:08
by seismosoft
Sanya, all your points above are wrong. Furthermore, views like the one that you just expressed that what we are doing 'has not logic' is a strong expression that needs to be well justified. If you do not feel confident with the program, you can freely choose another structural analysis package, there are plenty available.
Coming to your remarks above, you need to study the Code more carefully, but most importantly this is a forum on the use of our programs, not on the implementation of KANEPE and the other Codes. You should discuss such questions with your supervisor, not through this forum.
The shear capacity is calculated by equation (C.1) in Appendic 7C.
Vr,c from KAN.EPE 7.2.2 (δ) eq. (Σ3) is the shear force the causes diagonal cracking, it is not the shear capacity of the member.
Seismosoft Support
Re: Shear collapse
Posted: 06 Jun 2020, 22:23
by sanya greek
seismosoft wrote: 05 Jun 2020, 11:08
Sanya, all your points above are wrong. Furthermore, views like the one that you just expressed that what we are doing 'has not logic' is a strong expression that needs to be well justified. If you do not feel confident with the program, you can freely choose another structural analysis package, there are plenty available.
Coming to your remarks above, you need to study the Code more carefully, but most importantly this is a forum on the use of our programs, not on the implementation of KANEPE and the other Codes. You should discuss such questions with your supervisor, not through this forum.
The shear capacity is calculated by equation (C.1) in Appendic 7C.
Vr,c from KAN.EPE 7.2.2 (δ) eq. (Σ3) is the shear force the causes diagonal cracking, it is not the shear capacity of the member.
Seismosoft Support
I apologize if I offended you! I just expressed my opinion, did not want to offend you.
Re: Shear collapse
Posted: 08 Jun 2020, 10:08
by sanya greek
That what i mean
Re: Shear collapse
Posted: 08 Jun 2020, 22:59
by seismosoft
This is one of the checks of the Italian NTC-18 code. It is a completely differnet procedure from KANEPE's expressions
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