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I'm designing a 11 story building using Etabs 2016. I found something in the results of pier forces (V2) and story forces (Vx or Vy) from earthquake forces in Y direction.
Logically the story force (V y) must be higher than V2 in piers due to EQy, but in my model I found that V2 in piers higher than story force (V y)
My questions are:
1- Can pier forces (V2) in a given story be higher than story force (Vx or Vy) in that story. If yes, why is that possible?
2- In the pier forces in y direction, I found that most of the values (V2) in a given story are either positive or negative and that why it gave me high values of pier forces. Is that possible??
The model is attached here. Please inform me if there are any problems in my model.
Looking forward to hearing from you.
Thanks for your kind replay.
Node 1 V =28.055kN Node 2 V = 12.22kN
H= 3.5kN H= -1.52kN
Node 5 V = 24.9kN Node 6 V =2.756kN
H= -4.47kN H =0.186kN
Node 9 V = 14.72kN Node 10 V = 12.61kN
H= 3.718kN H =-2.59kN
These are the STAAD results, based on this i made settlement calculation as well as sliding check. Here by I attached that calculation.
This structure is covering by a sand trap louver on 3 sides only and no roof.
I don't have a reference from Canadian Building Code, but I have seen a design life of 50 years in client specifications. Also, to me this is what is the basis is in design clauses (like Maximum Considered Earthquake is based on 2% probability of being exceeded in 50 years, or wind/ snow design loads are based on 50 year cycle).
For Pakistan, it should be same as international code.
In Canada, even though design life is specified in the documents, I have seen engineers continue to retrofit or modify existing structures which have passed the 50 years mark as long as field tests done to see the condition of concrete/ steel come acceptable. We have got a bridge in Edmonton that was built in 1915. It has been retrofitted and continues to serve the community.