Thank you very much but what comes after the stability analysis? How to account for the LTB in the member design in this case where there are multiple different buckling lengths in the structure, do we need separate imperfection cases since imperfection case magnitude depends on the member length? (ie one for flexural buckling of column, and other for LTB of whole frame) You leave a lot between calculating the critical loads and the final member verification for the entirety of the structure, or maybe I didn't get everything correctly. TIA
Why we didn't insert a warping restraint at the connection between the horizontal beams and the columns? (Chapter Lateral Torsional Buckling analysis). Thanks in advance.
Hi, @georgesnajjar2438! The connection is simplified using the sets of members. The beam and column are a set of members, so warping is continuous between these two.
Hi, Jakub! A webinar on geotechnical analysis will be presented in the beginning of December. Here on the website you can find all the past webinars: www.dlubal.com/en/support-and-learning/learning/webinars?tz=cest&state=accomplished&lang=en&porder=desc&psize=10 and here is already one for geotechnics: www.dlubal.com/en/support-and-learning/learning/webinars/002484
How the rod brace can affected to lateral torsional restrain for rafter if it was connected to the centroid of the rafter. Thank you
Hi, Nguyen!
What part of the webinar is it about?
@@DlubalEN 56:30 its in a part about critical factors for whole structures and impact of stiffness on a buckling mode
lại gặp người quen nữa rồi! Viet Nam me
Thank you very much but what comes after the stability analysis? How to account for the LTB in the member design in this case where there are multiple different buckling lengths in the structure, do we need separate imperfection cases since imperfection case magnitude depends on the member length? (ie one for flexural buckling of column, and other for LTB of whole frame)
You leave a lot between calculating the critical loads and the final member verification for the entirety of the structure, or maybe I didn't get everything correctly.
TIA
Why we didn't insert a warping restraint at the connection between the horizontal beams and the columns? (Chapter Lateral Torsional Buckling analysis). Thanks in advance.
Hi, @georgesnajjar2438! The connection is simplified using the sets of members. The beam and column are a set of members, so warping is continuous between these two.
When we can expect modules for seismic dampers, deep foundations etc for geotechnics??
Hi, Jakub!
A webinar on geotechnical analysis will be presented in the beginning of December. Here on the website you can find all the past webinars: www.dlubal.com/en/support-and-learning/learning/webinars?tz=cest&state=accomplished&lang=en&porder=desc&psize=10 and here is already one for geotechnics: www.dlubal.com/en/support-and-learning/learning/webinars/002484