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From a structural stand point, it depends what stresses are critical for your case. Wood is particularly weak in horz. shear, which for a uniform load will be max near the ends (d dist from support). Longer spans will be critical for flexure, generally toward the center. Wood is also weaker...

I would agree the 2x8's are about at their limit with 15'. southern pine span tables (SPC) show 2x8 rafters at 12" o.c. with 40 PSF snow load and 20 PSF dead load will span 15'-3" max if properly braced - "the compression edge of the member shall be held in line for its entire...

KC8, getting back to your problem (however you want to calculate it) it looks to me like you've got a bit over 100 '-k to carry. If you can look at the beam chart on 2-171 of the ASD steel manual (that's the graphs not the Sx table) you'll see that if you can brace it where the load starts...

if you want a steel section: continue with the ASD steel manual and once you have a moment, use the beam selection chart (p. 2-149 to 2-211) to choose a section size. This will take LTB considerations into account. For wood or concrete I could give you excel sheets that do the job. Peter von...

Another good source would be "Finite Element Procedures in Engineering Analysis" by Klaus-Jügen Bathe, sec 6.3.5 Plate and Shell Elements gives the formulation of isoparametric shell elements. This is a common book that should be in any library, but if you can't find let me hear...

you mean the matrix formulation of a shell element? there are lots to chose from depending on what you want to get out of it. A one element model would certainly be simple. you know you will only get values out of it at the nodes (corners or maybe midpoints). I have a dozen or so books on my...

I guesse the other thing you might consider would be a possitive pressure from under the deck (GCpi table 6-7). I suppose this deck is against a house - that would be one side enclosed, and if an adjacent side is also blocked, maybe a garage or something, you could get a condition of...