Sorry that I've been out of the thread. I have been busy researching calcs like this. I'm used to doing much larger scale design so going to small scale, fundamental stuff has been a challenging few months. Thank you all for your responses. I will actually keep this information in mind for next...
I am looking at the weld of a 5/8" diameter bar to a 3/4" bar post. Given the tolerances I know I can't get an adequate fillet weld all around. So my question is this, I am looking at Blodgett's book and his table showing the section moduli for different weld shapes. He shows the modulus for a...
Thanks for your replies all.
msquared - I do not have that book.
Mike - I am actually doing this by hand.
RFreund - I ended up doing something similar.
Sorry if my responses seem short, I am just replying all at once because I didn't see any of these until right now. I spoke with my...
I second that. I don't know how you check forces in a node in RISA. I would use the adjacent members to determine the force in each. If this is the case then you have 100k in each member equal and opposite, so 100k in each bolt, one bolt holding each member. Your node itself should give a 0...
Hi all. I am stuggling with finding some information. I am working on some shear wall designs and am trying to find equations to help me with the flexural capacity/required steel for in-plane flexure on partially grouted shear walls. More specifically I cannot find good equations on how to find...
Thank you all. I finally made my way through the design....Lo and behold deflection controlled anyways. I guess that's SOP, hours working to prove a design works only to have deflection bump it up anyways.
Thanks for your help everyone.
Can you help me out with βw? Looking at the commentary we have the integral for βw which when integrated will basically be A/Iw*(zw^2+z^3)-2zo.
The table provides zo as the coordinate along the z axis of the shear center with respect to the centroid, which makes sense when looking at Fig...
RobertHale, I'm not really touching Chapter E provisions, I am just using an example from the Ch. E set of examples because this is what AISC pointed me to when I contacted them. I contacted them asking if they had any examples for an unequal leg angle in biaxial bending and this is where they...
Thanks for all of your answers.
SAIL3
I was able to figure out the I and r values, but it's the section moduli that have been stumping me. I suppose I could make the upturned leg 9" as well and look at it as an equal leg angle since AISC actually gives equations for equal leg angles. Is this...
Can you be more specific? I just looked through it and am not finding anything about section properties. The only thing I can find which seems relevant is C3.1.2.1 which is LTB resistance of singly symmetric sections, but I do not have a singly symmetric section. I am looking at a 9x4 bent plate.
Can anyone tell me how AISC calculates their properties for biaxial single angle flexure? I have a scenario where we need to use a long bent plate to carry brick. I need a 9" outstanding leg and angles only go to 8", so I need to calculate Swa, Swb, Swc, Sza, Szb and Szc.
Also, AISC referred...
