mortezamobariz

Fatima! 

To calculate the capacity of the concrete member retrofitted with angles on four corners, could be done in the same way we calculate the capacity of concrete member reinforced with steel bars, if you are doing manually in computer we do not have such an option. 

we can not consider it as composite member, since the all steel members (angles) can not have a single moment inertia which is to resist the bending 

On 8/22/2019 at 10:07 PM, Beenay Beenay said:

@mortezamobariz Thanks a lot for taking time to check my model. But I think here is one problem. I mistakenly uploaded the etabs file in which I have deleted all the cantilever beams and just slab has remained. I am uploading the file that has cantilever beams. 

house for thulo kancha uncle 2.EDB 270.12 kB · 1 download

I suggest that redefine your section and remodel the members that fails

also don't forget to check your load pattern, load case and mass source carefully. 

I downloaded the model and ran the analysis, then designed no member failed; all member passed design

you can check pics

hello everyone 

regarding this issue I can not say for sure, unless I check the model, so please send me the Etabs Model

this problems seems un-logical. I checked the word file I guess the problem is the width of the beam; increase the width of the beam (at least 250mm) because 

beside that the problem may be in modeling and loading too 

Dear Ankit

this question is too general to be answered this easily. since you have idea of design, you need to learn how to operate CSI Etabs or any software properly

if you have any specific question regarding CSI dot hesitate asking any question

hello every one

i have a question for you in steel design. 

Subject: Steel Connection

when should we use rigid zone factor and when should we use joint spring and when should we use panel zone?