Everynameistaken
Structural
- Jun 29, 2014
- 68
Hi All,
Wondering if anyone has any experience with checking large sawn timber products for shear on a bridge deck?
When looking at the SFD we get very high peak shear values associated with the wheel point loads. Which are usually higher then the straight Vr value from most timber codes.
When we look at CSA S6 (Canadian Bridge Code) there is angexpression for a shear load of total shear along the member Vf = 0.82 (1/L (integral V (x))^5)^0.2. This is basically a method for arithmetically adding the area under the blocky SFD and distributing it along the length of the beam or stringer. In the code portion it notes this formula is for Glue-lam beams but in the commentary portion it describes the use of this method for a typical DFL pile cap which we assume is of solid sawn lumber as most pile caps are.
Does anyone have any experience with this clause or similar clauses in other codes?
These types of bridges are common place and the standard stringer and beam size would never work with the normal building style shear resistance calculations?
Thanks
Wondering if anyone has any experience with checking large sawn timber products for shear on a bridge deck?
When looking at the SFD we get very high peak shear values associated with the wheel point loads. Which are usually higher then the straight Vr value from most timber codes.
When we look at CSA S6 (Canadian Bridge Code) there is angexpression for a shear load of total shear along the member Vf = 0.82 (1/L (integral V (x))^5)^0.2. This is basically a method for arithmetically adding the area under the blocky SFD and distributing it along the length of the beam or stringer. In the code portion it notes this formula is for Glue-lam beams but in the commentary portion it describes the use of this method for a typical DFL pile cap which we assume is of solid sawn lumber as most pile caps are.
Does anyone have any experience with this clause or similar clauses in other codes?
These types of bridges are common place and the standard stringer and beam size would never work with the normal building style shear resistance calculations?
Thanks