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How to provide pin connection in practical as per design concept. Direct welding or gusset plate connection. Which one right concept??

Hello Sir, I was trying to design a steel truss (layout attached). During design I found below comments in output text file: "THE STRUCTURE IS UNSTABLE OR ILL-CONDITIONED" I tried in two ways : Only truss was modeled (simple grid not actual layout) to find out the reason of ill conditions. Deformation behavior was normal but still it was showing unstable (modeled attached) Designed with column, no changes. Deformation shape was not proper (I used purlin in crest & eave ridge only as vetting org. suggested me not to use purlin except those) Can you guide me with following issues: What mistakes I have done in my FEM What is the actual process of modeling truss with steel/rcc column in etabs because every time I tried, deformation shape is not up to the mark. (to my knowledge, I have provided input as per suggestion given in etabs/csi manual) site layout plan_modified.dwg ONLY TRUSS_WITH COLUMN_LINEAR.EDB truss 8 ft.EDB ONLY TRUSS_WITH COLUMN_LINEAR.e2k

Hello, I am designing the mosque in zone 4 . The roof of the mosque is a Truss.I have following questions 1. Do truss rest on the beam ? if yes .? do i have to assign any support conditions ? or etab will selelct by default. 2. what will be the grade of steel for the truss ? yield or tensile strength. some one told me go for A 36 ( 36,58)