CHAKKOUR
Civil/Environmental
- Sep 8, 2010
- 24
Hi guys,
i have 2 questions :
1-I was reading Etabs manual. Does someone know in which cases do we perform a post yielding analysis by putting non linear hinges in our model ?
2- I have a transfer beam carrying a column (lets say A1) supporting 10 floors. I released the edges of the beam so the column supporting the beam (lets say A2) can carry the axial force only transmitted from the transfer beam. Is this a good assumption ?? should i release also the bottom of the column A1 from the moment and the shear ?? Any help would be greatful.
Thanks for all.
i have 2 questions :
1-I was reading Etabs manual. Does someone know in which cases do we perform a post yielding analysis by putting non linear hinges in our model ?
2- I have a transfer beam carrying a column (lets say A1) supporting 10 floors. I released the edges of the beam so the column supporting the beam (lets say A2) can carry the axial force only transmitted from the transfer beam. Is this a good assumption ?? should i release also the bottom of the column A1 from the moment and the shear ?? Any help would be greatful.
Thanks for all.
