why suddenly no load on every member
why suddenly no load on every member
(OP)
Hi all,
After I ran non linear static analysis, ETABS showed there were internal force in every member but after steel fram design, there were no trace of force on every member, so basically, those members only take their self weight. Any idea how this happened?
Addtional information: I converted all my load combo into non linear, including 1.4 dead load.
Thanks in advance.
After I ran non linear static analysis, ETABS showed there were internal force in every member but after steel fram design, there were no trace of force on every member, so basically, those members only take their self weight. Any idea how this happened?
Addtional information: I converted all my load combo into non linear, including 1.4 dead load.
Thanks in advance.





RE: why suddenly no load on every member
RE: why suddenly no load on every member
Analysis and Design of arbitrary cross sections
Reinforcement design to all major codes
Moment Curvature analysis
http://www.engissol.com/cross-section-analysis-des...
RE: why suddenly no load on every member
I think I may figure out the reason why it looked like no internal force on members after I ran nonlinear analysis. I chosen step 0 when I tried to see member force diagram for those nonlinear analysis load combinations. If I chosen for example step 5, there would be some force diagram showing.