HSS to beam connection?

[funkyhunky]

I have been working on a 40x30', 10' tall steel canopy design and I could use some advice. The reaction force from the weight of the beam is 7 kips and I am planning on using 4x4 1/4" HSS as the supporting column. There are no lateral loads.

Should I go with a single angle clip or just a plate connection? Do I have to take into account eccentricity in the welds or can I approximate it with only shear along the weld axis? The weld should be 3/16" as the strength should go column>weld>connector

I have designed the columns as cantilever embedded posts, so in a seismic event the beams will flex; how do I design the connections to accommodate this rotation? Should I slot the top of the columns and use a thru plate?

Thanks.

 

[samsadi]

as I understand from your clarification, you have done the design for the column, the connection design depends on your modeling in analysis. what did you consider the connection type in analysis ?
Shear or moment connection ?

In all conditions you have to consider the eccentricity on weld.

 

[funkyhunky]

I used the ASCE 7 guidelines in chapter 12 for seismic analysis of an ordinary frame, so a shear connection