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With regards to the change in temperature parameter, I believe that the upper value is the maximum temperature that the steel will experience in operation/field. What does the lower value represent? I would assume that this is the temperature of the steel during cutting of the steel to the...

Wrench in the works...I just remembered that these trusses sit on bearing pads that allow for allow for rotation...thus acting like a pin. So the base as fixed idea is out. Funny thing is, I got my FEM model to be stable even without any sway bracing. I've assumed welded connections to be...

msquared48, That would be the simplest solution. Unfortunately, as I said, this is a "duplicate" of a previous job (heard that one before). As such, we were told to reuse the design for the second phase of the project. This really isn't how my company would design a truss from scratch. I...

ToadJones, This is mounted on steel, not concrete. I'll just be sure to check the anchor bolts and base plate. Thanks.

dhengr, I think what you're saying is treat the base/support as fixed, and the portal posts/vertical (on one side only) as a cantilever (flagpole) laterally loaded at the top. This would assume that the horizontal strut is just a tie and not taking any moment (shear connection only) (takes...

Please refer to the attached sketch showing the cross section of the truss end portal. Typically, I would use sway bracing (alternating) to stiffen up the cross section at every panel point. Also, typically I would put some lateral/sway bracing at the end portals to take the lateral loads...

Actually, this is a conveyor truss with walkway outriggers.

I forgot to say that the concern is transferring lateral loads (wind/seismic) from the top chord of the truss down to the support via the end portal verticals.

Is there any way to prove/verify that a non-moment connection (in reality) in a(n) (unbraced) truss end portal acts as a moment connection (as modeled)? In order for the model to be stable, I either had to 1) make the top chord (strut/beam) to portal leg connections moment connections, or 2)...

slickdeals, are you including self-weight in your program?

This is in regards to the calculation of Cf (see Fig. 6-22 in ASCE 7-02) for trussed towers using the following formula: Cf = 4.0e^2 - 5.9e + 4.0, where e is epsilon Max Cf = 2.1 when e=1 ~Min Cf = 3.94 when e=0.01 As epsilon (ratio of solid to gross area) increases, Cf descreases. According...

Please list down the essential books that every structural engineer should own...also, does anyone have any references (books, websites, documents) that go through design examples of various structures (i.e. case studies), such as the following link...

Anyone know of any good websites or other references about steel (and/or construction) drawing drafting shorthand/abbreviations? (i.e. LLV = Long Leg Vertical)

That's right. For my line of work (conveyor systems), we usually assume simple beams & pinned connections (moment ignored) for member sizing, which is conservative. I really want to leave analyzing it as a frame as a last resort. Any other suggestions? Here's the background: I'm analyzing...

How would you analyze (by hand) a truss with a panel/diagonal missing? I don't think the method of joints would work.