Hemi79
Civil/Environmental
- Jul 31, 2013
- 61
I have a Girder spanning 46'. This girder is a 6 2"x10" member spliced together by a split ring and I assume shear plate. The girder holds up a second floor, a floor consisting of 2"x10" joists for decking. The joist spans 20' and are 16" O.C. Yes this floor is a problem, but in being accurate with analyzing it, specifically deflection. What do you all recommend?
Especially the Girder. It has 34 point loads of over 600 lbs, assuming 48 psf Live and Dead, through out the 46+ ft. span. I have used the Moment Area Theorem(2) to find deflection but man it was tiring and putting into excel I think was worst. I've just downloaded Mathcad express, but is there anything you all can suggest to better my situation? I want to be able to get a better feel for results in terms of error and accuracy. For the girder my calculations have varied from 9 to 13 inches in deflection, obviously over the allowable, but I need more confirmation.
Thanks in advance for any suggestions.
Especially the Girder. It has 34 point loads of over 600 lbs, assuming 48 psf Live and Dead, through out the 46+ ft. span. I have used the Moment Area Theorem(2) to find deflection but man it was tiring and putting into excel I think was worst. I've just downloaded Mathcad express, but is there anything you all can suggest to better my situation? I want to be able to get a better feel for results in terms of error and accuracy. For the girder my calculations have varied from 9 to 13 inches in deflection, obviously over the allowable, but I need more confirmation.
Thanks in advance for any suggestions.
