tatox
Structural
- Jan 2, 2004
- 15
Hi, I am not in US, but using AASHTO for design reference. I need friends for discussion, and your experience.
AASHTO LRFD said 3.10.9
a. Seismic analysis is not required for single-span bridges, regardless of seismic zone.
b. Connections between the bridge superstructure and the abutments shall be designed for the minimum force requirements Acceleration coefficient x tributary permanent load,
c. Minimum support length should comply specified, or it will need Locked up devices / Damper.
d. Abutment of single span not designed by acceleration-augmented soil pressure [commentary]
QUESTIONs:
1. This is for simple girder superstructures only, or it can be simple span complex structures like high skewed bridge, or more-than 100m long span truss, or steel arch bowstring tied-bridge, or network arch bridge / nielsen-lohse bridge.
2. If it is not including the special single-span bridge superstructures, then the steel superstructures need a special detail design for ductility, plastic hinge, pushover analysis?
3. How about others code? EC3 code? JRA code?
4. Then I think the single-span or simple-span maybe not needed LRB, HDRB, or seismic isolation devices? except if the lateral force to the substructure is so huge that require a lot of piles. And this a lot of pile cannot be made because project space limitation.
Regards.
tatox
AASHTO LRFD said 3.10.9
a. Seismic analysis is not required for single-span bridges, regardless of seismic zone.
b. Connections between the bridge superstructure and the abutments shall be designed for the minimum force requirements Acceleration coefficient x tributary permanent load,
c. Minimum support length should comply specified, or it will need Locked up devices / Damper.
d. Abutment of single span not designed by acceleration-augmented soil pressure [commentary]
QUESTIONs:
1. This is for simple girder superstructures only, or it can be simple span complex structures like high skewed bridge, or more-than 100m long span truss, or steel arch bowstring tied-bridge, or network arch bridge / nielsen-lohse bridge.
2. If it is not including the special single-span bridge superstructures, then the steel superstructures need a special detail design for ductility, plastic hinge, pushover analysis?
3. How about others code? EC3 code? JRA code?
4. Then I think the single-span or simple-span maybe not needed LRB, HDRB, or seismic isolation devices? except if the lateral force to the substructure is so huge that require a lot of piles. And this a lot of pile cannot be made because project space limitation.
Regards.
tatox