I am wondering how they could ignore your comment. Your point is correct and people who watched this video should take a good care for the design parameters assigning, especially for the effective length of members. The rafters have been divided into several segments and Staad Pro will design these rafter with the lengths of segments but not the actual effective length.
I think that rafter should be designed as beam member (in which negligible axial force are produced ) and due to which only bending parametr UNT n UNB are plugged in while Ly and Lz are for slenderness and these are to be assigned for columns and bracing member in which axial compresion produce..
Hello! Why do you use UBT and UBL 1.4 m and 2.2 m respectivly if unsuported lenghts of beams are from 2.5 m to 5 meters. That is not even conservative!
Whey you do not assign K factor for columns , rafters , bracing and struts ??????? Young engineers are watching, please take care One more question. How I can do direct analysis to avoid assigning the K factors ?
How do apply loads on a 3 Bay portel frame warehouse sir
sir you did not assign Lz & Ly of Rafter.
if a member has several portion then Lz and Ly may assign.
I am wondering how they could ignore your comment. Your point is correct and people who watched this video should take a good care for the design parameters assigning, especially for the effective length of members. The rafters have been divided into several segments and Staad Pro will design these rafter with the lengths of segments but not the actual effective length.
I think that rafter should be designed as beam member (in which negligible axial force are produced ) and due to which only bending parametr UNT n UNB are plugged in while Ly and Lz are for slenderness and these are to be assigned for columns and bracing member in which axial compresion produce..
i got 328 warnings, i instability at joints, probable cause, singular adding weak spring.
Sir, want to learn portal frame design, can you help professionally?
Hello! Why do you use UBT and UBL 1.4 m and 2.2 m respectivly if unsuported lenghts of beams are from 2.5 m to 5 meters.
That is not even conservative!
Whey you do not assign K factor for columns , rafters , bracing and struts ??????? Young engineers are watching, please take care
One more question. How I can do direct analysis to avoid assigning the K factors ?
Sir,
How to give the load for multi span building of Pre Engineered Structures.
Thanking You Sir