Rifat

Thank you Umar for your reply. In this box have a look "cover to longitudinal rebar group centroid" having two options top bars and bottom bars. How if I want to define clear cover from side face of beam (not from top and bottom) then how can I do in ETABS?

Thanks for sharing. This queries is about beam "depth" related. I want to to know about beam width clear cover. Thanks for your earnest co-operation.

As salamu alikum, What is the default value for the side clear cover for the concrete beam in ETABS? Is the side clear cover value is same as the top cover or bottom cover? If I vary the top and bottom cover then which value is for the side clear cover? If I want to maintain the top and bottom cover as 1.5 inches and 2.5-inch side cover, then how to adjust this in ETABS? Thanks in advanced

Thank you very much

Hi, I used ETABS 18 version for last 1 years, now I update this to 19 version. But I found that in ETABS 18 version "modal cases" menu are available in Define> Modal Cases. But in 19 version it was missing. In this version where the Modal Cases options can be found? Anyone please help me out in this regard? Thanks in advance

As salamu alikum, I have a query related to concrete design. We know that the stiffness modifiers should be considered only for the structural analysis. My query is during designing concrete members (beam and column) which modifiers should we use? Can we use full gross section (Ig=1.0) or same Ig as like analysis (e.g.- column- 0.7Ig,beam-0.35Ig) or 1.4 times the cracked section (e.g. for example column=0.7x1.4=0.98, beam=0.35x1.4=0.49)? I am too much confused about stiffness modifiers. Please let me know the right procedure to use stiffness modifiers. Thanks in advanced

As salamu alikum, Is it necessary to ensure beam rebar development length (Ldh) or Ld in beam-column joints in intermediate moment resisting frames according to ACI 318-11? Is it mandatory to ensure development length of beam rebar in the column? Thanks in advanced

Jazakallah khairan. Thanks for reply. That means if we are not wish to calculate P-delta effects in our structures,I can neglect cracked section. I can not reduce torsion modifier in a single beam? After manual calculation if I get some of beam I can neglect torsion and some of beam I have to count full torsion,that what can I do? What procedure do you follow in structural design practicing office? Thanks in advanced

Assalamu alikum all, I have two query about performing equivalent static analysis in Etabs. When we perform equivalent static analysis in Etabs, is it require to perform it in cracked section frames? If we are interested to perform P-Δ analysis, cracked section is required, but if we are not interested to perform P-Δ analysis, then is cracked section required? My second query is for compatibility torsion in a beam, what is the rules for reducing torsional value in Etabs? Can we nullify full torsion in these beam (0.001) or can we reduce some torsion (e.g. say 0.5 or 0.25) in these beam? Sorry for my bad English,thanks in advanced.

As salamu alikum, Can anyone please tell me the preferable construction joint location in Piled-raft foundation? And which steps we should taken care for this type construction joint? Thanks in advanced

What do you mean by OP? What do you mean by IMO?

As salamu alikum, What is the difference between of shell diaphragm & Joint diaphragm? Can anyone tell me the criteria for appropriate situation for different diaphragm application? Thanks in advance

I am follow ACI Detailing Manual.But there I didn't clear about beam extra rebar length which in the support.But some of says that it should be same as extra top bar length.

Hello, As salamu alikum. I want to verify if my judgement (as shown in figure below) is correct. . We know that the extra top bars of a continuous beam would terminate at the middle third from the support . and the extra bottom bars at mid span would terminate usually at quarter length of the beam.. but what about the extra bottom bars at the support ? is the figure above correct? is there any section of the aci code that would verify this.. will the cut off point be the same for tie beams, grade beam , 2nd story and above beam? Thanks in advance

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