Thank you all that commented and helped me understand not only the design, but also the way I need to present the questions. I welcome the critiques because I want to be better.
I think I have a solid idea of what I need to do and will now be able to present my ideas in a coherent way to my...
The axes were just part of the dwg that I threw together real quick. They have no real relevance to the picture and I should have cropped them out. I just wanted to include a plan and elevation view of the rod base plate.
Also, the W14x99 is just an example of the type of tie connected to the...
The original post was about designing the supports around the center rod (pin). I had researched gusset plate design, but I was wondering if there were any people that deal with this type of stiffener design more often that could share some insight.
dhengr,
Sorry, I wasn't trying to be frustrating on purpose. I didn't know what level of detail was needed.
It is for a tower crane. I am trying to have a moment release condition at the slab so that I can use smaller W-setions for the tie while also having the ability to adjust the angle...
BAretired,
I should have clarified that the incoming force was axial along the member connecting to the pin plate in question. I said axial to imply that it would always be in the plane shown (perpendicular to the center bar). This built up pin plate is a temporary connection from the building...
The load is applied as Retired13 illustrated, although the angle off the X axis could vary slightly (reason for this design as opposed to using a pin plate welded to a W section)
Dr. ZoidberWoop,
Thank you for the detailed response. I was hoping there was a standard method somewhere in AISC, but I will begin doing what you suggested.
Thanks for the weld group solver. Honestly, we didn't spend that much time on connections in class so I am still learning on that front.
JLNJ,
Sorry for the confusion. The load is as shown in the drawing. I meant to say that the connecting member to the central rod could have axial loads of 300 kips (C or T).
I have already designed the anchor bolts and the base plate for the eccentricity of the load to the faying surface...
Hey group,
I am a very green structural engineer(great timing). I am designing a base plate with a pin to connect to another pin plate that could have axial loads as high as 300 kips. I am not sure what method is best to size and detail the plates around the pin. I was considering idealizing...
