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Good day. I'm designing a reinforcement for the existing open web steel joists and I'm wondering if there is such a requirement as the minimum weld length for the flare-bevel groove weld? I've always used 1.5" minimum and there is such a requirement for the fillet type weld but there is nothing...

CDLD, thanks a lot - the screenshot from the magazine is exactly what information I was looking for.

Thanks Canwest. My concern was that I might need to treat it as class 4.

Good day, I'm designing a built-up crane runway beam built of the w-section and a c-channel welded onto the top flange. When checking the built-up member top flange elements for their class/compactness, I'm not sure what criteria to use for the part of the c-channel web located between the edge...

Good day, I'm dealing with a situation where I have cantilevering single angle supporting a point load at the cantilever end. The angle is oriented in such a way that the toe of the angle pointing in the same direction as the point load and is in compression. The angle is anchored to concrete...

Gents, thanks a lot for your help. JoshPlumSE, current risa version allows to input L torque and gives a pretty good breakdown on how the capacity of the cold-formed member is calculated. Too bad it only works for AISI standard but it doesn't do that when CSA S136 is used.

I used Risa Section but it's not able to calculate Cw and shear center for this type of section and those are the two values which I'm missing in order to get Cr. Thanks for your input guys, we've decided to reinforce the chords. Also, when analyzing crimped tube webs, I'm analyzing them as...

Good day. I'm analyzing the top chord of the open web steel joist in compression. The top chord is cold-formed hat channel and mode of failure in compression is torsional buckling. This top chord is connected to metal roof deck and I'm trying to figure out what can be considered as adequate...

Thanks for response KootK. Since you've analyzed these before, how did you estimate Cw (warping constant) for their hat channel chords? I tried using the formula given in AISI cold-formed manual for hat channels but that formula is for hat channels with 90 degree bents and with these joists it's...

Good day. I'm analyzing the existing Open Web Steel Joist for new load. The existing joists are made by Omega Joists, Canada and are dated 1999. I'm trying to determine top chord capacity which is in the shape of hat channel and is 2.36mm thick. Using the approach given in steel and cold-formed...

There will be two additions to existing structure: one having the 10 ton crane and other having the 5 ton.

We typically use 1-1/2" 22 ga. (0.76mm) thick corrugated metal deck. Canam diaphragm design manual gives guidance on shear resistance calculations and, like I said, I can easily design the 22ga. deck with connections to carry my crane and wind loads while resulting in very minimal deflection.

Good day, I'm designing a crane supporting structure made of steel and realizing that it takes a heavy frame structure to be within the lateral deflection limits recommended by crane design manual. I tried using the metal deck as diaphragm and load and deflection wise everything works out fine...

Thank you for all the feedback. Have a nice weekend!

I will have it partially grouted and reinforced like every third core and bond beams one at the top and one mid-height I believe. Also, I won't be relying on wall bending in order to take crane lateral force so it should be fine regardless.

My moments at column base are too high to be taken by moment connection because of column bracket is about 16" long so together with wheel load and p-delta analysis it adds up. The way I got 4kip lateral load is from CISC Crane Supporting Steel Structures design guide by taking 40% of the load...

retired13, Thank you for all your input. I was trying to avoid connecting to firewall as it needs break-away connections. Also, there is office mezzanine/2nd floor on the other side of the wall and putting the lateral force in the wall might result in vibrations reaching the office structure. I...

It's adding crane and firewall only. Lateral thrust is 4 kip total (2 per side). I have 3" between left column and firewall and 6" between right column and existing framing.

Please let me know if any other info is needed to better understand the situation.

Good day, I'm working on addition of crane in the existing shop that has 6" slab on grade floor. I will be using cast-in-place piles for crane support columns. One constraint I have is that I don't really have anything to tie into to resist lateral forces caused by crane operation (forces...