NearBeer
Structural
- Apr 28, 2008
- 12
I work for a small storage rack manufacturer and have the joy of updating our capacity spreadsheets (based on 3rd Ed. LRFD). However, the formulas used have no reference as to where they came from. Some are self explanatory such as those found in the AISC book but others look like they are from a Mechanics of Materials book.
In one of the formulas, it appears that the beam is assumed to have partially restrained connections and that the rotation/slope is (1/2) of ML/EI. In the MoM book, for a cantilevered beam with one end fixed and dist loading, the rotation/slope is ML/EI. Therefore, is the slope of a beam with a dist load and both ends having partially restrained connections 1/2 of that of a cant beam?
If anybody has any clue as to what the slope formula is and can clue me in, I would appreciate it. Some of this engineering stuff is having a hard time coming back to me; I spent 10 yrs in the military and never once used my CE degree!
Thanks for your time and in search for next cold one,
Near Beer
In one of the formulas, it appears that the beam is assumed to have partially restrained connections and that the rotation/slope is (1/2) of ML/EI. In the MoM book, for a cantilevered beam with one end fixed and dist loading, the rotation/slope is ML/EI. Therefore, is the slope of a beam with a dist load and both ends having partially restrained connections 1/2 of that of a cant beam?
If anybody has any clue as to what the slope formula is and can clue me in, I would appreciate it. Some of this engineering stuff is having a hard time coming back to me; I spent 10 yrs in the military and never once used my CE degree!
Thanks for your time and in search for next cold one,
Near Beer
