Search results for query: *

Hi! Where do we get the C1, C2 and C3(0 in most cases) values, for the different shape of BMD, for the calculation of the Mcr(LTB)? I found the old table from the Eurocode 3 draft(ENV-1992-1-3), but if I use these values, and do a hand calc, I don't get the same result as the design programs...

Hi everyone! Can you help me please, where can I find a design guide on this type of punching shear and maybe flexural failure on a column web, like in the picture below. I'm from Europe, but US guide is welcomed too. Thanks in advance!

Max. 25 mm. The problem is, it's not uniform, so I get 25mm from one truss and 14 mm from the other and so on...

I see, thank you all for the feedback. Below you can see my calculations with vertical + horizontal loads from the pinned-pinned trusses applied to the wall. As you can see, I also get pretty big horizontal reaction in the right corner and a tearing out vertical force in the bottom of the...

Hi guys! I have a big problem with lateral load from the trusses in the case below. If I make the support pinned-pinned on the wall, I get a large lateral force, which the beam, and the wall can't support. We thought about getting a roller support on the right side(details below) and pinned...

I see, thanks a lot :)

With the suggested design above, I have a problem that the top chords are not connected so I guess I have to screw with some plate together. XR250 yeah that's a problem. How could I introduce the effect of the joint eccentricity in the structural analysis program? Simply by drawing it eccentric?

Something like this? Looks a little odd... Well I always check the axial forces in the diagonals and check if the screw's can resist the shear force and the bearing resistance of the plate and if I have to I double the member so I get more screws in the joint. Do I have to check something...

Hi all! What is the best solution, if I have a CFS truss like the one below where I have the support and the discontinuity in the top chord so close to each other? Do you think it's ok how I designed it?(the doubled vertical members are perforated so the diagonal can go through) This is an...

I see, thank you! And thank you all for your contribution, it really helped me [thumbsup2]

The firm, where I started just this year, does this "in plane" trusses, like in the drawing I linked. We only do out of plane trusses if the openning is too big. Which is the disadvantage of these kind of trusses, except of the smaller moment of inertia?

How about a truss made out of LGS? I think here we have to consider that the axial load is taken entirely by the fasteners, do you agree?

Wow, thanks for the video @rowingengineer and also for the sketch @KootK everything is clear now :) Also I found this: This means the connection should be preloaded to get the axial loads transferred directly between the track web and stud. How could they do that in the factory when they...

Thank you very much KootK for the detailed explanation. "b) When the plate elements tend to slide past one another, the fasteners rotate in a way that probably allows some slip before serious fastener resistance kicks in." Can you elaborate a little on this affirmation, it's not exactly clear...

Thank you! So how could I make a more precise calculation, to not be limited with the bearing resistance at the fasteners? Or should I just consider the shear resistance of the fasteners?

Hi everyone! In advance, I want to say sorry for my English, especially for the technical expressions, they can be inaccurate sometimes. Would you consider Bearing Resistance of the plate in a connection like the one below when we design the connection for axial load in the stud(Stud and Track...