Hi:
Two story building is 240'x56" concrete shear walls with interior and exterior steel columns, rigid diaphragm is steel deck with concrete topping.I was wondering if anyone has ever tackled the axial capacity of a steel strut joining the concrete shear walls for axial lateral load and what deflection limits have you used.
Can the strut be considered fully laterally supported? The top flange is where is resting the metal deck floor and will be welded. What deflection limits have you used for the strut?
I am planning on designing a welded plate with hooks into the concrete wall to connect it to the walls.
Your thoughts are appreciated!!
Two story building is 240'x56" concrete shear walls with interior and exterior steel columns, rigid diaphragm is steel deck with concrete topping.I was wondering if anyone has ever tackled the axial capacity of a steel strut joining the concrete shear walls for axial lateral load and what deflection limits have you used.
Can the strut be considered fully laterally supported? The top flange is where is resting the metal deck floor and will be welded. What deflection limits have you used for the strut?
I am planning on designing a welded plate with hooks into the concrete wall to connect it to the walls.
Your thoughts are appreciated!!
