Looking for some help interpreting a section of the AASHTO code. In the section addressing connections for steel members (6.13.1), there is a clause that reads:
“In the case of connections that transfer total member end shear, the gross section shall be taken as the gross section of the...
KootK - Nope, nothing so fancy! The truss itself is dominated by axial loading, however, at some members we do have shear and axial components to our reactions. For example, the floor beams tee into the bottom chord of the truss. While they are predominately in axial compression, they are also...
I'll have to look at my model/truss analysis again. I know I have some locations (e.g. at floor and roof beams, some verticals) that have both shear and axial reaction components or even shear, axial and moment reactions.
Thanks for the reference bridgebuster, it will definitely be helpful when I get into designing the gussets! Unfortunately it doesn't explain how the loads from each member on the plate are determined. THAT is what I'm having issues with at the get-go. I can get the reactions from each member...
Hi All!
I drew the lucky straw to design the connections for a steel truss pedestrian bridge composed of W sections. Where I'm running into problems is how to appropriately apply the requirements of AASHTO 6.13.1 to figure out the design loading for each connection. We have the truss modeled in...
