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Hi KootK, Nope still no scientific explanation as to if we can use thicker washers while not covering the whole slot. It sounds a little like a thing that can be verified with equations from that Roark And Young book, very tedious checks...haha

Hi everyone, I was wondering if by thickening the plate washer, I would get away from covering the total length of the long slot (3"). If not, this would mean that at a spot where my bolt is totally at one extremity of the long slot, I would need a plate washer of about 5 1/2" long! Thanks

How about using an end plate larger than the width of the column, welded to the HSS beam (all around)in shop, and then field welded to the HSS column (all around). This will eliminate the effects on the HSS column walls and give you a symmetrical weld which will not cause any eccentricities and...

When you put the slots in the beam, you then don't need any plate washers because your angle connections will cover the slot. And if you use a shear tab connection, you can then make one plate washer which will cover the whole connection. But this implies more time spent on the preparing the...

Yes, most likely. You will have to take into account the moment created, along with the other reactions, when designing the weld and/or the bolted connection to the beam and column.

Don't forget, if you move the working point of your bracing, you will be creating moments in the gusset to column connections, which is not always the best thing.

Personally, I would notch the channel, since I would want the load to be transferred directly to the beam and its connection. I'm guessing that the channel is there to help the beams' deflection (moment) more than the shear capacity of the beam. So connecting the brace to the channel is more a...

I agree with AELLC. Full pen welding will give you the same moment capacity in your weld as in your tube column. If your tube column is strong enough, then the full pen weld should be also.

It's nice to know that I'm not the only one who still does connections sketches by hand, still. ;)

I was wondering what software is the best for calculating steel connections. I've been doing my own excel spreadsheets, but am still looking for a software. Any suggestions. Thx

Has anybody used DESCON software for designing connections. I'm looking into giving the software a try but I don't know anybody who has used it. Any comments or feedback. Thx

Thks for the response. I read a paper entitled "Design Of Extended Shear Tabs Report", written in 2002, in which they establish the number of bolts by taking into account the eccentricity, which gives alot more bolts than when considering the load passing through the bolts (without...

Unfortunatly, I left my manual at the office for the holidays.

Hi everyone, My question is this: When designing a shear tab (extended), can we say that the load passes through the center of gravity of my bolts and consider the eccentricity only on the welds of the shear tab to the web and flanges of the supporting member,and verify the welding with the...

Hi everyone, I'm looking to do a preliminary design of a column for a canopy for a terace of a restaurant. I was wondering on how to calculate the uplift which will pull on the column, created by the wind on the canopy. Thx in advance

Hi everyone, I usually use a seat connexion, an angle on which I sit the HSS. Check if the seat needs to be reinforced with stiffner plate. And I also add a small plate (for one bolt), welded on the column to be bolted to the side of the HSS beam. This is very useful for lateral support while...

Hi everyone, I'm with fepc, thats the method we always use. Even if you use sleeves, the bending reaction is still applied to your fastners. Have a good one guys.

Thx for the reply Stan, I know that I have to treat the outstanding leg as a cantilever beam, but how do I bring the uniform loading coming from the grating to become a point load on the end of the outstanding leg? Since my angle is about 20' in length, the grating is able to hold 403Lbs/sq...

Hello everyone, Does anybody have a site where I can see an example of how to design or verify the capacity of an angle which is anchored to a concrete wall, and which support a grating floor. The angle would be 20' in length and there are no geometrical constraint on the size of the legs...

Hi everyone, Can anybody give me a little trick to calculate the flexural capacity of the outstanding leg of an angle bolted to a wall. The angle is there to support a an aluminum doorsill. Thanks in advance everyone Have a good one.