Sir you are the best, that I ever found, in youtube in terms on how you well explained the issues in Instability. The best ever. TBE!..Well done sir..Hope all the best and success in whatever you do...Thank you so much...
@@surojit_ghosh Hello Surojit, thankyou for update. However, if possible could you also upload a video providing detailed explanation about design and connection philosophy as per Sec.12 Seismic design and STADD. I know you have covered some part of it in Part 3 of Implementation video but detailed video will help.. Thankyou in advance
Which design code you are using, AISC ASD or IS800:1984? Though I am not sure about the exact reason, the likely reason for the warning is following -- If you look at the AISC equation H1-1 (or similar equation mentioned in IS800:1984), you will find the following terms in the denominator : (1-fa/Fez) and (1-fa/Fey) Currently in STAAD.Pro, if either of these terms is less than or equal to 0.0, that term is set to 0.0001. This causes the corresponding moment term of the AISC equation to be magnified by 10000. Consequently, the ratio becomes enormous. We did this to bring to the user's attention the fact that this member has an axial stress which exceeds the Euler stress. If you use a bigger cross section or a shorter one (a smaller KL/r) for which the Euler buckling terms Fey and Fez are bigger than the axial stress, this problem will not occur.
Great Quality and to-the-point content. Adressing all queries that can come in one's mind.
Sir you are the best, that I ever found, in youtube in terms on how you well explained the issues in Instability. The best ever. TBE!..Well done sir..Hope all the best and success in whatever you do...Thank you so much...
Thanks, nice to hear that.
Excellent explanations on how to mitigate errors and warnings.
Nice to hear that. I hope you will enjoy rest of the videos of this series, specially part 3. Keep watching.
Best ever explanation... salute to you
Good presentation
Nice informative video..keep uploading the same
Thanks Kamal, I will post part 2 and 3 next week. Keep watching.
@@surojit_ghosh Hello Surojit, thankyou for update. However, if possible could you also upload a video providing detailed explanation about design and connection philosophy as per Sec.12 Seismic design and STADD. I know you have covered some part of it in Part 3 of Implementation video but detailed video will help.. Thankyou in advance
Thank you sir
Nice concept sir
great sir, thanks.
**WARNING- THE AXIAL COMPRESSIVE STRESS EXCEEDS THE EULER STRESS FOR MEMBER
how this can be resolved plz
Which design code you are using, AISC ASD or IS800:1984? Though I am not sure about the exact reason, the likely reason for the warning is following --
If you look at the AISC equation H1-1 (or similar equation mentioned in IS800:1984), you will find the following terms in the denominator : (1-fa/Fez) and (1-fa/Fey)
Currently in STAAD.Pro, if either of these terms is less than or equal to 0.0, that term is set to 0.0001. This causes the corresponding moment term of the AISC equation to be magnified by 10000. Consequently, the ratio becomes enormous. We did this to bring to the user's attention the fact that this member has an axial stress which exceeds the Euler stress. If you use a bigger cross section or a shorter one (a smaller KL/r) for which the Euler buckling terms Fey and Fez are bigger than the axial stress, this problem will not occur.