Location
London
Event Website
http://www.csce2016.ca/
Description
This study builds on the methods of analyses with respect to cantilever slabs in the Canadian Highway Bridge Design Code (CHBDC), and recommends new simplified equations for the intensity of the transverse moment and shear force at the base of the cantilever overhang due to applied vertical truck loading. A parametric study was conducted using finite-element modelling on bridge deck cantilevers with variable lengths and slab thicknesses. Different end stiffening arrangements were considered, including the presence of PL-3 barriers walls (recently renamed to TL-5) as well as the concrete curb supporting intermittent steel posts carrying the bridge railing. The barrier length changed from 3 to 12 m, while the cantilever length ranged from 1.0 to 3.75 m. The results of this study complement the empirical expressions developed by others to determine the minimum required factored moment and tensile force resistance at the deck-barrier junction, induced by horizontal railing loads. Further to presenting design charts and empirical equations based on a series of cantilever-barrier configurations, this study gives way to the development of a suitable procedure for designing the bridge deck slab.
Included in
STR-840: INVESTIGATION OF LIVE LOAD MOMENT AND SHEAR FOR THE DESIGN OF BRIDGE DECK SLAB CANTILEVERS WITH UNSTIFFENED EDGE OR BUILT WITH TL-5 BARRIER WALL
London
This study builds on the methods of analyses with respect to cantilever slabs in the Canadian Highway Bridge Design Code (CHBDC), and recommends new simplified equations for the intensity of the transverse moment and shear force at the base of the cantilever overhang due to applied vertical truck loading. A parametric study was conducted using finite-element modelling on bridge deck cantilevers with variable lengths and slab thicknesses. Different end stiffening arrangements were considered, including the presence of PL-3 barriers walls (recently renamed to TL-5) as well as the concrete curb supporting intermittent steel posts carrying the bridge railing. The barrier length changed from 3 to 12 m, while the cantilever length ranged from 1.0 to 3.75 m. The results of this study complement the empirical expressions developed by others to determine the minimum required factored moment and tensile force resistance at the deck-barrier junction, induced by horizontal railing loads. Further to presenting design charts and empirical equations based on a series of cantilever-barrier configurations, this study gives way to the development of a suitable procedure for designing the bridge deck slab.
https://ir.lib.uwo.ca/csce2016/London/Structural/26
