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    2. Steel Design

      Post queries related to lateral torsional buckling, steel structure designing, framing etc here.

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      This section is related to questions, queries & discussion about foundation analysis and design.

    6. Software Issues

      Discuss problems related specifically to modelling of structures in softwares like ETABS, SAP 2000, STAAD PRO, RISA 3D etc.

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    •  HOW Vu* calculated in Etabs,this is the output of etabs SHEAR DETAILS. Factored Vu2 kip Factored Mu3 kip-ft Factored Vu* kip Factored Mu* kip-ft Capacity Vp kip Gravity Vg kip 68.185 -291.4801 105.165 -474.5679 92.675 31.213  
    • Hello,  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.   Structural Model.rar
    • Yes or by any other mean like manually applying the joint loads.
    • Hello Sir               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.                              FYI.pdf
    • Dear Uzair, I have replied here:  Thanks.  
    • 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. Thanks.
    • Yes, you do need to design the tie beams. Depends upon framing. I can comment if you share something. Thanks.