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the cause could be that the slab does not deform simultaneously with the beam producing to much compressive stress in the slab that the stirrups (acting as shear studs) are insufficient to resist the shear stress being produced between the junction of the slab and the beam.

in shearwalls, Etabs software gives immediately the amount of horizontal and vertical reinforcements after assigning your pier and spandrel elements to the walls and running the shear wall design.

Design of slabs in Etabs can also be done but you have to calculate the amount of reinforcement manually after you have obtained the moment forces from Etabs results and checked for shear stresses.

i usually select option 2.

can you give me more information like a diagram? thanks.

by the way, as an added information, my reference is ACI 318-08M Sect. 10.10.4.1 for property modifiers.

i've done this before using excel spreadsheet and copied and pasted the result from excel spreadsheet to .$ET file or .Ebk file.

look for warnings with solution lost values of 11 or more and edit your model accordingly. scroll down below to the percent of errors which should be more than e-11

I think this also happened to me when I applied releases at the ends of my steel beams. It seems Etabs had already assumed welded connections at beam ends.

Hi Abohammed ! I've seen your model. The columns between braces would surely resist some loads. By just invetigating a joint and drawing the free body diagram, you would realize, still axial forces would be transmitted to the columns.

It seems, Etabs does not use the calculated eccentricities. Therefore, you have to input it manually when you select the "Override 5% eccentricity" tab.

Hi Donnabean, it's because you keep on allowing Etabs to reiterate and design. Choose "No" and manually replace the sections of your failing members. That is more convenient.

Hi mar2805. I am using both etabs and safe. first a run etabs and export the floor level i need to design my slab and export it to Safe. Safe can give you the reinforcement at once after you've done the things to be done to make your Safe model work properly.

Hi Guys ! am new around here. Just a very few question. I am getting a large inelastic response drift because I used property modifiers as per code allows. for beams 0.35. for columns 0.70 in my Etabs model. Can i use other property modifiers? say... for instance for beams 0.70 and for...