Designing a crash wall per requirements of AASHTO LRFD. Based on TxDOT's standard geometry for single column bents, the crash wall has to extend only 6" in front of the face of column. Seems WAY too thin to work. The crash wall cantilevers off of each side of the column by a distance of 6 feet (from center of column). The collision load is 400kips. Seems that the theoretical unfactored moment is 2400 kip feet. The height of the wall is 12 feet. Thoughts?
Tek-Tips is the largest IT community on the Internet today!
Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!
-
Congratulations cowski on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!
moment at face of column in crash wall
- Thread starter bpstruct
- Start date
It would help to read the precise statement of TxDOT standard geometry, for 3.6.5 in AASHTO 2007 clearly wants 1800000 newton taken by the device. This, I think, on mere logic, would have to prevail over some flimsy statement of geometry, if any.
- Status
Similar threads
- Question
- Locked
- Question
- Question
- Question