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Can anybody help me find example for "tee" connection on HSS columns? How you design "tee" under reversible axial load?

Thank you all for answers. I've ordered Seismic Design Manual, but it will arrive in two to three weeks! In meantime, can I design the shear plate first for shear and than for axial load, is my plate going to be underdesigned ot overdesigned?

There are few, you are right-but examples are for shear OR axially loaded plates, not when forces actually act together.

Is there any example of single shear plate design in connections such as vertical bracings or axially loaded beams where beam to column connection is shear plate?

Actually, I have that book! Thank you one more time-per this text,it seems that welded versus bolted is 4 times less capacity.

Thank you!!!! Can you send me that text, it seems I didn't read ALL after all!

Thanks... The thing is that most of the fabricators in Canada still use double angle shop welded to column and field bolted to beam (knife)on all HSS column connections (HSS columns are used on 95% off Canadian jobs)regardless if there is an axial force in joint or simple shear. In my case...

Term "knife connection" (locally) means double angle welded to supporting member, usually column flange to avoid punching holes or HSS columns.Through shear plate is a single plate welded to the slotted HSS to increase weld capacity (4 sides instead of two for typical single shear plate connection)

I am designing connections for Canadian steel fabricator, and very often come accross the situation where vertical bracing, W beam and column intersect. I think I read all books and papers ever written that mention brace/HSS connection and all of them suggest shear plate or mounted tee or...