Recent content by gmreit

I am reading a journal article from Balduzzi about shear stress recover on tapered beams. I can not get the exact constants he gets and I am stumped. Above is solving for differential piece of the beam. Equations 16-18 are the ones I am trying to calculate. I attached my work and the...

It’s calculated through testing like young’s modules but instead of relating stress to strain the shear modules relates shear stress to shear strain through a torsion test. Most materials that are isotopic like steal had a young’s to shear modules relation, G=E/2(1+v) where v = poison ratio.

I think I may have figured it out. Let me finish what I have on paper

I know the out of plane bending stress equation for a curved I beam but I am trying to figure out where it came from. sigmaR = tFlange * sigmaNormal/(radius of curvature)

I do see what you are saying. Frame analysis would probably be a better fit I believe since joint A, B,C, D, E, F, G, AND N are pin joints but H thru M are moment carrying joints.

Homework Statement The load is known. Just 2 reactions needed to describe all external forces. Homework Equations method of joings The Attempt at a Solution I'm working on a pretty simple truss for work and want to check some of the elements for buckling. The strange thing is I am not...

Ran an FEA for fun.

This shows how it straps the tube. The tube is what gets hit.

Homework Statement I have designed a bracket and am interested in stress at a certain point. I have figured out the load needed to support. The area of interest carries an eccentric load so bending moment and axial load need to be figured out. Not sure which FBD is correct to use. Homework...

When you wrote the initial torque equation, why do you have i and j in the reaction part of the equation, F(i*x + "SUMMATION"j*dj).

Took another shot at this

I am getting stuck here.

I believe I am not accounting for the torque values the same way you are referring to. You are indexing them. When you integrate do you only go between sections l, 0-di of just that section or do you always have the same start. I believe with your method it doesn't matter how many supports...

I do follow what you are doing by sectioning the beam at each support and apply a bending moment instead. Am I understanding this correctly? Can this still be done if the distance between the supports is not the same resulting in a varying reaction forces. It will be symmetric though. Again...