But what is the load path behind them to cause such a stress. Thats what I am pondering about. As far as I understand, 2-2 path is to check for the circumferential stresses (Correct me if I am wrong).
Hi,
Its been while that I have found myseld stuck whenever I look at the weld strength calculation of ASME VIII Div. 1. First, I kind of see the reason behind it, but cant for the life of me figure out the failure path except for the 2-2(kindly see the attached pic), kindly help me figure out...
The connection is not exclusively for weak axis, the title may be a bit misleading. I wanted to know what to do when shear/moment acts in weak axis in addition to the strong axis. I have seen the AISC Design Examples Publication. The moment connections as much as I remember were all evaluated in...
The weak axis moment/shear comes from a dead load bolted to the beam in case of earthquake. There is no easy way to give an alternative load path.
Got it.
If you can guide me to a book (guide or example) i'll forever be thankful to you.
https://files.engineering.com/getfile.aspx?folder=33d51961-7154-4eeb-afaf-e25292111ae5&file=IMG_20242608_0943015102080780615283168.jpg
Kindly find here a simple drawing, No torsion forces will act, joint only needs to be deigned for weak and strong axis moment/shear. Moreover as I stated...
Hi,
I am a newbie in connection design so kindly bear with me. I want to deisgn a steel connection between a beam and column, I am going through the examples in AISC but nowhere have I seen them design a connection for weak axis moment/shear, or when moment/shear exist in strong and weak both...
Hi,
I am a newbie in connection design so kindly bear with me. I want to deisgn a steel connection between a beam and column, I am going through the examples in AISC but nowhere have I seen them design a connection for weak axis moment/shear, or when moment/shear exist in strong and weak both...
