I hope these slides can help you. They have become 2 editions out-of-date since I made them in 2017. I am very busy ATM, so I hope the flowcharts help.
I don't know how to fix it and I'm becoming pessimistic. I tried not to rant, but I failed.
My field is structural steel fabrication in the USA. Offshoring in structural engineering is the new norm and it really sucks, and it's been really ramping up lately. We allocate roughly 3 to 6% of...
Yes, the deck support plate goes under the flange plate. Sometimes the "deck support" needs to incorporate the slab edge detail and has to be thickened and extended toward the building perimeter. See attached general detail, which is commonly used in major steel buildings. I'm sure plenty of...
For beam-to-column flange-plated moment connection, standard practice at my place of work is:
1) @ TOP FLG: If the top flange plate is > 3/8" thick, a gap needs to be included to accommodate a 1/4" deck support plate. If the top flange plate is <= 3/8" thick , provide no top gap and size...
Would something like this work? Not sure what type of site constraints you have or how big of a moment the conx needs to resist, but you have a lot of options, including end plates, flange plates, direct welding, super glue, etc...
What kind of strength? Global flexure? Shear? Ability to handle concentrated loads/bearing? Serviceability concerns?
Obviously castellating a beam saves weight, but has limits.
Depends on whether it's LRFD or ASD. I'm getting the HSS limit states to squeak by with LRFD. ASD, without a doubt, will have major problems and the lower flange plate would have to be made wider and the HSS split into an upper and lower section. Perhaps the "f" in "Mf" is some indicator I'm...
You have a lot of options. Perhaps something like this? or a field-welded similar option?
Running the W12 continuous over the column is always good, unless it interferes with the perpendicular W12. Resolving the flange force at the top of an HSS is going to be difficult, unless the conx plate...
Uhhhh. A lot of red flags... highly eccentric weld group and possible fatigue considerations. Also, a 2" flat plate is acting as your "hoist/brake beam"....... Unless I'm missing something, I hope I never set foot in this building. Half a mind to report.
One of the other benefits of cap plates, in conjunction with shims/filler plates, is that they can be milled to the required thickness to ensure proper bearing/load-transfer if significant variances in post/column height are discovered during a survey.
For starters:
1) You should ask the design engineer for the bolt hole size & pattern.
2) Tension controlled (TC) bolts can only be turned via shear wrench on one side. If you have architectural requirements, verify which side the TC bolt head is on. Then verify that the erector can get a shear...
From recent memory, the only time I've used double shear plates was beam-to-BU 24x36x4" box columns @ vertical bracing w/ very heavy loads. They're a pain to fabricate because weld access is restricted on the 2nd plate and a CJP (w/ backing bar) is required. Very rarely used.
