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That will be a great help. <3

Yes two lugs are used. Picture attached above with one of the replies.

The lugs are placed on beams of an existing steel structure, The structure is attached to concrete foundations with full moment connections. I am saying that the lug to beam connection is pinned considering it only has two bolts per lug in a straight line Yes, I get that but the loads for...

The lugs are placed on beams of an existing steel structure, The structure is attached to concrete foundations with full moment connections.

So if I am designing a foundation should I calculate the forces from moments and then design the foundations as per that?

Hi all, We are in the process of ordering a Heat Exchanger. The heat exchanger is vertical and supported by two lug supports. The vendor has given us a foundation loads table. In this table the vendor has mention wind/earthquake shear and wind/earthquake moment. I understand how the shear...

Very nice. Thanks a lot.

Hi all, We are currently in the process of ordering a div. II heat exchanger from a vendor. As per table 7.2 of ASME Div. II, some welds require PT/MT inspection. The code however fails to mention if the PT/MT is to be done on either root pass or final pass or both. This is where we are...

I see. Thanks.

I trust the vendor, just wanted to learn to do the calculation myself.

Hi all, I am doing calculations on expansion bellow design to verify a vendor's expansion bellow, I have done almost everything else but, I can't find any way or formula to calculate the lateral, angular and torsional spring rates of expansion bellow. There is a formula written for the axial...

If they are all for circumferential stress, why are we analyzing them in isolation, shouldnt they all complement each other?

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...

Thanks, I'll look into it.

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...

Connection is to flange of column, Can u guide me to an example please?