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Sorry I'm not familiar with the capabilites of staddpro with regard to direct design methods. Stability problems can be complex and personally I wouldn't trust a direct design method unless I could verify by independant means that the program is handling the stability issues in each case...

Computer programs don't do that sort of thinking for you. It sounds like you need to go back and hit the text books on the subject of beam buckling / lateral-torsional buckling / flexural-torsional buckling etc. Try solving the appropriate beam buckling formula in the AISC for L, Lb, Lp, or Lr...

One more tip if you're going to use the simplified bracing formulas to determine if the W12x19's provide adequate bracing. First determine what unbraced length you require to make the braced beams adequate for the load. You have W12x19's at L/8 but you might only need brace points at L/4 or...

Yura, J. A. (2001). "Fundamentals of Beam Bracing." AISC Engineering Journal, 11-26. Available by download for $10 at the AISC website. I've attached stability class notes on bracing. Your problem is covered in Example 7 and the "Tension Flange Bracing" notes on page...

The W12x19's will as a minimum have the effect of forcing all the beams to buckling together. The buckling capacity of the platform as a whole will be the total of the bucking capacity of all the beams. So if only one beam is loaded its buckling capacity is increased by the unused buckling...

What are the transverse members at L/8 in your partial plan view? These might be helpful as bracing. Grating is probably not much help since it has low strength and stiffness in the horizontal direction. We did a detailed analysis of grating to see if it helped as bracing on a steel...

I wouldn't be to concerned about residual stresses since they have little effect on ultimate strength. A more important concern may be the thinning of the flange that occurs on the outside of the bend. We bent some 24" diameter pipe on a 12' radius for monotube overhead sign supports. Besides...

Amazing achievement.

Be sure to consider the possibility of debri getting caught on the netting and increasing the wind load.

Cantilever retaining walls are going to move and there is a good deal of uncertainty in the expected deflection because of variability and uncertainty with respect to soil properties. I believe you'd be correct to recognize that soil properties do not have a huge effect on maximum moment in the...

Base welds on poles are fine if done right. An after the fact visual check can indicate bad or potentially bad welds but really can't confirm weld soundness. Radiography would be the way to go but cost might be an issue. Do you know who manufactured the poles? A reputatable, established...

Are you refering to the Ensoft program L-Pile? It uses p-y curves internally generated or from user inputs. With p-y curves you're trying to model soil response more accurately as non-linear. Some methods go with a simplier linear soil response which may be accurate enough for some...

Does anyone know a good program to analyse light poles and traffic signal supports? I'm using an old DOS program that is cumbersome. I don't want to write my own spreadsheet. And I don't want to buy and learn a new structural software system that has an add on that might or might not handle...

The redundant requirement seems to an effort to avoid having a "Fracture Critical" bridge. Theoretically, to do that the double channels would need to be separate elements of the member such that a crack could not propagate through both elements of the member. That is to say they would have to...