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Which 3D software platforms are being used for bulk material handling plant drawing creation? We are a design engineer firm that designs and produces the following drawings: Belt Conveyor Drawings Pneumatic Conveying Drawings P and ID Drawings Automation Drawings Electrical Drawings Steel and...

Thanks SlideRuleEra. Just what I needed Dallas Maughan, P.E. Structural Project Engineer ES2

Does anyone know if OSHA or IBC gives a maximum gap between a toekick and adjacent wall. We are trying to avoid placing guardrail on the back of a raised platform but have to get the platform far enough away from the building that we do not have to worry about seismic interaction between the two...

Thanks, thats what I was afraid of. It can eb done just tedious to make sure everything is aligned. Smath was super simple in the fact that it woudl just let you insert the whole image at once. Dallas Maughan Structural Project Engineer ES2

Can you do a background image on every sheet of you MathCAD file. Smath allows us to do this but it does not have near the capabilities as MathCAD. See attached image from SMATH. This is our image is on all of our paper so I want it electronically on all MathCAD sheets Dallas Maughan Structural...

I found this article that has shed some light on it for me "The Nature of Wind Loads and Dynamic Response" by Daryl Boggs and Jeff Dragovich. It states the following: "The building’s fundamental natural frequency of vibration, f0, is the most widely accepted property of a structure used to...

Are there any recommendations for natural frequencies of a box truss? The natural frequency of my truss and structure is 1.52 Hz in the lateral direction and 1.78 Hz in the vertical deflection. The truss is 180 ft long and 8 ft deep. (see attached image) Per ASCE 7-05 if a structure has a...

I believe you are right DCBII for column only action. I am looking at beam column action so torsional buckling is a consideration under F2.2. For beam-column column must be restrained against translation and twist. (see definition of Lb in section F2.2) Lb=length between point that are either...

The problem is AISC says the connection must prevent twist (Appendix 6.3) and a gusset oriented parallel to the flanges in my opinion has no capacity to resist twist in the flanges. I think the double clips will have some capacity and with the web stiffer I think you could make it work. In this...

Yeah I have read Yura's article on fundamentals of beam bracing. It basically comes down to if your connection can resist the twist from lateral torsional buckling, but I cannot find anywhere what this twist force is unless it is the required strength given by equation A-6-1 and A-6-5

Thanks a ton for the answer. I can see how the stiffener would take care of the issue. Is there any equation that shows the amount of lateral torsion induced by a certain moment in your column?

Here is an overall view of the structurehttp://files.engineering.com/getfile.aspx?folder=ee594b0e-890c-4a63-8260-77b85646c4b2&file=RISA-3D_Graphic.pdf

I have the same issue. We are designing 130 ft tall bent structures that are supported laterally at the top by a truss. I have wind load on my columns so they are now beam columns. I am curios if there is any literature on double clip connections and there use to brace the top and bottom...

Yeah that it is the problem. Our client has not shop drawings of the monowings. There are no double tees on this job. It was built in 1968. Thanks for the help

These sections are used for a floor. They are supported by concrete walls. I so not know size or location of reinforcement just the general dimensions of the monowing as previously attached

Here is the filehttp://files.engineering.com/getfile.aspx?folder=3f005d2a-b65a-47b9-9c4c-d86875ffe31f&file=Monowing.jpg

Does anyone have any load tables for the attached monowing precast section? 20" deep x6'-1" wide