Agreed, but whatever I saw was just the requirement of Omega level forces for connection design of beam to column. I could not find any specification for column base plate design. Thus, my question that are we supposed to design the base plate and anchors for omega level force or not.
I'm using moment frames as my lateral system. These moment frames are classified as "Steel Systems not specifically detailed for seismic resistance" since we are in class C. I've pinned base at the columns, am I supposed to design the column base plates with overstrength factored loads or not...
Does anyone know a free/paid software where we can find Shear center of a composite section. RISA Section is giving me a value but it is not clear from which reference point it is giving me that value.
I have Steel truss with top and bottom chord made of W Beams and Web Members are built up WT+Angle sections, the web member is connected via bolts to gusset plate at bottom flange of top chord and top flange of bottom chord. Can I use effective length from center to center of gusset plates or I...
On a Metal Deck roof top, I have Mech Units weighing 20000lbs, I have the cut sheet so I know the area as well. If I'm getting 80psf load for that area, do I consider it as Dead Load or Live Load (NOT Roof Live) on the roof? I think DL makes more sense but can anyone share their experience?
