BurgoEng
Structural
- Apr 7, 2006
- 68
I know typically deflection limits for LL is L/360 and for D+L it is L/240 in general for stell framed construction(offices, apartments, etc...). I have always used a rule of thumb of limiting deflection to 1/2" total, which usually causes a ratio in the neighborhood of L/500 or so and gives me much heavier sections.
Am I being too conservative limiting to 1/2"?
Am I being too conservative limiting to 1/2"?