Precast Culvert Shear Connector Design - CSA S6-14
Precast Culvert Shear Connector Design - CSA S6-14
(OP)
The Canadian Highway Bridge Design Code (CSA S6-14) calls for shear connectors to be installed at a maximum spacing of 800 c/c along precast concrete culvert joints with less than 0.6 m of soil cover. This aims to protect the pavement overlay from differential settlement effects in the case of a wheel load on one side of the joint.
As per CHBDC clause 7.8.14 (text attached), shear connectors are to be designed for an unfactored shear load of 60,000 N per meter of joint length. What design approach would you follow in designing these steel connectors and their post-installed bolts? Does anybody have any sources/references that contain a design example for such an element? I was able to find manuals showing typical steel shear connectors, but I was not able to find any sources on the design methodology followed. Thank you in advance.
As per CHBDC clause 7.8.14 (text attached), shear connectors are to be designed for an unfactored shear load of 60,000 N per meter of joint length. What design approach would you follow in designing these steel connectors and their post-installed bolts? Does anybody have any sources/references that contain a design example for such an element? I was able to find manuals showing typical steel shear connectors, but I was not able to find any sources on the design methodology followed. Thank you in advance.






RE: Precast Culvert Shear Connector Design - CSA S6-14
I've never tried actually detailing a shear connection. Maybe weld tabs or something like that could be used effectively.
Professional Engineer (ME, NH, MA) Structural Engineer (IL)
American Concrete Industries
https://www.facebook.com/AmericanConcrete/
RE: Precast Culvert Shear Connector Design - CSA S6-14
RE: Precast Culvert Shear Connector Design - CSA S6-14
I interpret it similarly.
Professional Engineer (ME, NH, MA) Structural Engineer (IL)
American Concrete Industries
https://www.facebook.com/AmericanConcrete/
RE: Precast Culvert Shear Connector Design - CSA S6-14
My question remains, assuming you have a 1-meter long joint with the minimum of two shear connectors provided (as shown in the attached sketch), how would you go about analyzing the steel plates and the forces in the anchor-bolts? How much tension do you think each of the 4 bolts on each plate in the attached sketch would experience due to the code's 60,000 N/m per joint?
It seems like the 60,000 N/m is applied on one side of the joint. The intent is to simulate the differential settlement caused by a wheel on one side of the joint and no wheel on the other (as per the associated commentary clause, attached). I ask because I was not able to obtain any references/examples to validate the approach I am taking to designing this element.
Attachments: http://files.engineering.com/getfile.aspx?folder=3...
RE: Precast Culvert Shear Connector Design - CSA S6-14
Professional Engineer (ME, NH, MA) Structural Engineer (IL)
American Concrete Industries
https://www.facebook.com/AmericanConcrete/
RE: Precast Culvert Shear Connector Design - CSA S6-14
1. Putting 150mm slab right at this transition only?
2. Is this extension at the end of the run? Will traffic go over it? Most of the time the end of a box culvert will only have soil or sidewalk and you are 2 joints away from traffic.
RE: Precast Culvert Shear Connector Design - CSA S6-14
typical dowel connection for box culvert
RE: Precast Culvert Shear Connector Design - CSA S6-14