Recent content by mtnmama

I found some errors in Q. What I get now is: V = wL/2 = [1.85 klb/in * 8 ft *12 in/ft]/2 = 88.80 kips I = 400 in^4 (table) Q = sum of first moments of upper half of beam, ie the flange and half the web = Q of flange + Q of 1/2 web = A of flange x y to centroid + A of 1/2 web x y...

Yes, it is a wide flange. When I calculate an average and a max stress on the flange of a 8 ft section of W18 x 50 with a uniform load of 1.85 klb/in I get an average of 16.22 klb/sq in. The max I get is 6.56 klb/sq in. Is that considered close, or have I made an error somewhere?

I've been reading my strength of materials text about design of steel beams. I understand everything up to the point where the text tells me to use the average web shear stress (V/dt) instead of max shear stress (VQ/It) to determine if a given beam is within the allowable shear stress. I...