Reinforcement Detailing between Slab and Bridge

[hsn199]

Hello mates, so here's the issue. I have 2 towers connected together at a certain level with a bridge. I've done my analysis, and hinged connectivity between bridge and the floor slab was structurally the best.

My question: does the detailing presented in the attached image, by not providing enough development length for moment transfer, considered enough for achieving hinged connectivity?

 

[hokie66]

No! That detail just provides a place for your bridge to break and fall.

 

[hsn199]

But if I develop the steel from the bridge into the slab, and that of slab into the bridge, NO MORE HINGED CONNECTIVITY!

Any suggestions??

 

[hokie66]

I wasn't suggesting developing the reinforcement, but rather creating an actual hinge/roller condition. It depends on how much differential movement you anticipate between the two towers, but some type of guided slide bearings may work. Are these office towers? How high? At what height does the bridge occur?

 

[dhengr]

Hsn199:
I can’ t see your sketch as a PNG file. But, I assume the bridge might be a simple span arrangement btwn. the two bldgs. The bridge should be attached to one of the bldgs. so it is supported vertically, pinned so it can deflect vertically, and attached laterally so that it can take loads along the length of the bridge girders and transverse to their length; that is, the bridge is tied to this first bldg. The two bldgs. will move independently, so the other end of the bridge must be supported vertically on the second bldg., but must be allowed to move along the length of the girders and transverse to their length within some limits. Of course, there must be some sort of a support and enclosure joint at the second bldg. which will tolerate this differential movement without opening to the elements. I suspect most of the connection hardware one both bldgs. would be hung from the bldg. slab/structure, but not an integral part of it.