Dear Members,
Please help me to resolve the error for Beam no 55,142
Error - Nominal shear force exceeds tauc_max limit
I already tried by increasing the Grade of concrete, increase cross-section size, increase min and max dia of main and sec reinforcement, but nothing didn't work out.
Pls find attached below model for your reference purpose.
Assembly Hall Project.std
I don't think there should be much difference. Ca you please compare the analysis result of member 55 (shear/moment) with your hand calculation and see how much difference you are getting?
Hi Abhishek,
Above model also designed with manual calculation in a well renowned book (Ref - Shah and Karve) and all the columns are designed with ( 230mm x 230mm) with similar loading conditions. Could you please help me to know, whether staad designing method is different from manual method ?
In your file the sizes of columns seem to be small compared to beams. I can see columns are having 230mm x 230mm sizes where beams are having depths 380mm and in some cases 700mm. Considering the loads in the structure I do not think the sizes of columns are sufficient to pass. I would recommend increasing the sizes of columns instead of beams here. As it is a moment frame, increasing column sizes with change the relative stiffness in the joints and that will redistribute the shear and moment in the elements. By this process beams will see less shear and will pass eventually.
For a quick check I used 500x500 and it worked well. 230mm width is less and in some cases it may fail due to detailing as program may not find suitable bars to provide the total Ast in that width. in such cases, increasing the width of beam may help.
Thanks!