Connecting Two W Beams for a Structure

We need a drawing with measurements...

https://www.frankminnella.com/structural-steel-drawings.html

https://skyciv.com/docs/tutorials/section-tutorials/calculating-the-moment-of-inertia-of-a-beam-section/

https://www.steelconstruction.info/Simple_connections

https://www.engineeringtoolbox.com/w-steel-beam-uniform-load-d_1722.html

https://www.wbdg.org/design-disciplines/structural-engineering

I have trouble understanding also. Why lay one in x and the other in y?

MR. Guest is right. If there is the possibility of endangering persons or property under this structure you need to have a structural PE certify your design.

Thanks for the support. Without a real Structural Engineer's signature on the plans, it's a liability nightmare... Where ever it is, I want to be farrrrrr away from it.

The OP has not even provided so much as a crude sketch of what the actual (situation) is, and so, only dangerous guesses can be made at answering the questions.

What are they really trying to do?

Quite. Especially as there is a <...We...>.

GA

It can be done. Cut the longer beam and frame it into the shorter beam. Hopefully, they are the same depth. Weld the flanges together with full penetration butt welds. Weld the webs together with filet welds on each side of the web. If the beams aren't the same depth, then you better design the connection. In all my years I've never done this. I always framed one into the other with simple beam connections. It can be done, but the cost of the welding will be more than any cost savings in weight reduction.

Agreed. The short beam ends up bearing the load. Because its length is less, the moment is also less. Thus, you minimize the weight of the steel. Treat the ends of the cut long beam as shear connections. Design them as if they were spanning the length from the column to the short beam

Also agree that using angle iron to make the connection is a lot less expensive than welding in place. If welding in place you will likely need shoring of some type.

I could see nothing in your post (#6) that would be remotely considered off-topic.

Anyway, I gave you a GA to offset it .

I give you a GA as well, with the proviso that we still do not have even the crudest of sketches to know sufficient details about what is structurally actually (happening) in the OP's situation...

As they say in the 82nd ,"You packed that chute,you jump with it."

You have never designed a structural steel frame before or you would not be asking such an elementary question.

Depending on your expertise, structural loadings and the cost of the materials, you, as the design engineer, may decide to use braced beam connections or moment resistant (rigid) connections.

There are tables of moment resistant beam connections available

Moment (or rigid) connections are used in frames where there is a desire to omit vertical bracing in one or both directions. The main advantage of rigid frames is that an open space between columns can be created, which offers flexibility in choice of cladding, etc. (e.g. in glazed façades). However, the achievement of full continuity between members at the connection requires an extensive amount of fabrication and, as a consequence, this system is relatively expensive.

https://www.northernarchitecture.us/steel-construction/braced-versus-rigid-frames.html#:~:text=Moment%20(or%20rigid)%20connections%20are,(e.g.%20in%20glazed%20fa%C3%A7ades).

You are in over your head .... Get someone with experience to help you

Amen. GA from me.

String? Gaffer Tape?