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AECHTESTING, in York, PA. http://www.archtest.com/

Also to check them you have to bang one with a hammer to a 45 dergree angle and inspect the welds. Not a very technical procedure, but it works per CWI.

To be convervative I would include entire building weight plus 25% of live load.

Perimeter lagged steel angle as a support for deck.

@SteelPE Very good point, but when I was working for a steel erector all I ever saw were welded lintels.

@MainMan10 Never had a problem importing DXF files into risa. If you assign layers in AutoCAD with the HR_ prefix in the beginning it will transfer that information into Risa as a Hot Rolled section set and all you have to do is to assign proper member sizes. Make sure that you round off...

I work in the aggregate business and here we use RISA. Just make sure you are familiar with the software as it ignores some of the Lb and K values making your desing inadequate. BTW, Just completed a stacker model in RISA3D, very neat.

You have to look at the gradation of the aggregate and the volume of voids which makes it a simple volume calc.

Also could be so that it is easyer to set plates to required elevation rather than messing with the fw lintel. Plus sometimes lintls are welded to bearing plates.

Min reinforcement ratio should be 0.0018 I believe for temp and shrinkage purposes.

Thank you all for your input. Our structures are already pretty beefy to cope with violent vibrations that are introduced from crushing 2 food diameter rocks. I just modeled my structure in Risa 3D using 51 percent of the seismic weight of the building (DL + 0.25LL) and sturcture remained...

So basically 2/3 reduction is used because if structure is designed for an applicable MCE then design strength is far greater that what is needed based on the Seismic Use Group (SUG). So in other words, SUG-I and SUGII could use a 2/3 reduction to make design more economical and SUG-III should...

Make sure you consider Z axis bending for the angle.

I am in the Middle of seismic analysis for a plant that we are building in Peru. Seismic activity is very high over there, I am getting Cs value of roughly 35% with the 2/3 reduction of the spectral acceleration parameters. With out the 2/3 reduction I am getting a Cs value of roughly 51%...

To figure out whether this structure is adequate or not I would suggest assuming that the 16t load will be carries byt longer channel beams. Distrubute the load to beams using their tributary areas, then you will get a simply supported beam with a uniform distrubuted load on it. Check bending...