Overhang Deck Design with TL-4 Barrier
Overhang Deck Design with TL-4 Barrier
(OP)
I'm currently designing a deck overhang with a TL-4 barrier using AASHTO LRFD. For Design Case 1 (Extreme Event Limit State), the overhang must be designed for the vehicular collision plus dead load moment acting concurrently with the axial tension from verhicular collision force.
Does that mean that I can use the Ft and Fv values shown in Table A13.2-1 or would I have to calculate the collision force and axial tension based on
Article A13.3.1?
Does that mean that I can use the Ft and Fv values shown in Table A13.2-1 or would I have to calculate the collision force and axial tension based on
Article A13.3.1?





RE: Overhang Deck Design with TL-4 Barrier
RE: Overhang Deck Design with TL-4 Barrier
All examples that I've encountered thus far somehow incorporate the Mw, Mb, Mc and Lt of the barrier that has met the TL-4 standards to calculate the Lc. Then they use Lc to calculate Lb. The Ft is then distributed over the length Lb. Lb is equal to Lc+2H (H = barrier height).
Should I disregard the above method and use the Ft listed in Table A13.2-1 and distribute it over the listed Lt instead?
Thanks.
RE: Overhang Deck Design with TL-4 Barrier
RE: Overhang Deck Design with TL-4 Barrier
I work in NY and we are using the single slope concrete barrier (shown in the Bridge Detail Drawings on the NYSDOT website). Is it common practice to calculate the Mb, Mc and Mw or are these values already published by NYSDOT somewhere. I looked at an example provided by the Arizona DOT and in there Bridge Manual they include a table that lists Mb, Mc and Mw for the barriers used throughout their state.
RE: Overhang Deck Design with TL-4 Barrier
RE: Overhang Deck Design with TL-4 Barrier
ODOT Concrete Design
RE: Overhang Deck Design with TL-4 Barrier
http://www.fhwa.dot.gov/bridge/lrfd/fhwanhi04041_s...
Or some of the design examples from NSBA:
http://www.aisc.org/contentNSBA.aspx?id=20244