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The slice command works well. I'm not sure why I couldn’t find that. I guess I still have ANSYS Classic engrained in my head:)

I'm using Design Modeler. I've attached a screen capture of the "tools menu". The only item that is close to what I want is the "face split" option. However, this only splits a 2d face, not a 3d volume...

What version of WB are you using? I'm running 13.0 and there is no such option under the tools menu, or any other menu that I can find.

Is there a way to partition solid geometry in WB? This was a very easy task in Ansys Classic using the workplane or other geometry. Josh

Have you tried this forum? http://www.cmmguys.com/forum/index.php

Another concern is that most winches can “free spool”, meaning they can be completely disengaged from the drive motor to unwind the cable. This would be a dangerous option for a hoist.

The two references you need are: Timishenko’s “Theory of Plates and Shells” Young’s “Roark’s Formulas for Stress and Strain”

The CTE will not be linear for steel over that temperature range.

The pin won’t bend if you design the mating parts in such a way as to constrain bending. 6061 can be used as a shear pin, as long as you correctly design the connection. I’ve used bronze for shear pins, which is also very ductile, and works perfectly fine as a shear pin material.

If the connection is designed correctly (no bending in the shear pin) you do not need to use a brittle material. Common shear pins/materials used in machinery are grade 2, 5, and 8 bolts, 316 stainless, brass/bronze, alloy steel dowel pins, S.S. dowel pins, etc.

Is that engine IDI? It looks like it, but I'm not familiar with that engine. The older IDI engines are more forgiving then modern DI engines for vegi use. Most vegi oil and heavy oil conversions here require heating the fuel with waste heat from the engine coolant to drop the viscosity. That...

There is also shear stress in the shank due to the torsion applied while tightening the bolt.

The difference appears to be in how the thread shear area is calculated. I always use the FED standard, and have never had any problems. I’ve also done my own tests on some materials to verify that the bolt will fail before the threads strip using the FED standard.

Another good source, aside from Roark's, is Timoshenko’s "Theory of Plates and Shells" he provides exact solutions for clamped and SS circular plates.

If the deflection of the plates is small, it can be assumed that the bolts will only see tension loads. Large deflection of the plates will place bending loads in the bolts.