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Hello, I am a civil engineer with years of experience in building design and mainly concrete high rise. I have been offered a position involves extensive industrial structural design such as metal loading platform,sheet metal design for connections and welding for storage racks and shelfs. Do...

Reno1986: Could you put BA’s W6 beam up under the bot. flg. of your W10 beam, and extend its length enough so that your clamping plate and bolts would tie both beams together. With this arrangement your welding clearance would be improved also. It is not possible at more than one location but if...

Great input thank you all, but why we would need to extend the plates all along the span. My thinking is to calculate the combined stress in the flange and the web of the existing beam and to add the torsional stress at a location where shear and bending gravity stress is the least (Thinking at...

Also, in case the torsion did not work on existing beam , there are several utilities installed that will obstruct introducing a beam to resist the torsion. That being said, how about welding steel plates between the top and bottom flange to form a sort of HSS having the existing web in the center.

Thanks a lot BAretired for you advice. I will run the numbers and share the conclusion of the torsion capacity. Meanwhile why you concluded that the three sides of the concrete casing should be removed. The anchor can extend below and be away from the two sides between the flanges and the...

There is an offset option in Sap it mentioned somewhere as insertion point offset not sure what exactly it is called It's been a while since I used it. Anyhow any specific reason why you would not model them as point loads on the beams below?

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This too loaded at the roof with such a small distance apart not sure how the filled steel deck with the long spans handle these weightshttps://files.engineering.com/getfile.aspx?folder=5217c486-4032-445c-bb2d-6bc0ebca7347&file=Untitled.png

Nice video: https://www.youtube.com/watch?v=ZP4tbb8omHc To add up on the note of structuralengr89 These cantilevers are having a shoring above which seems not loaded on the beams below this might be the case of it might be shifted during the collapse Also, it is noted that the steel columns...

Hello, I have to provide a design for a roof anchor on an existing composite slab roof. The building is old and the floor system consist of 4" slab with #3@14" and 10WF 25 steel beams carrying the slab along the 5.3 m span connected by four bolts connection to the existing steel columns. The...

Hello, IS there any technical reference about Through bolt connection in hollow cmu I have to make a connection in existing wall and I am very concerned about it. Although Hilti provide some load capacity but my loads are higher and will require structural steel rod with bigger dia. Any...