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LittleInch, JStephen's sketch is accurate except the client wanted the precast piece sitting at grade (not possible). So I am proposing what JStephen sketched. It will be buried 6 to 7 ft.

So if I use JStephen's sketch. Do I need to subtract any buoyancy force?

Yes, exactly what JAE said. It seems impossible to make it work with a precast. The liquid can go as high as 10 ft. I have to make the precast so big if I can't use the vertical load from water. The only way I can see we can do it is if they put soil on the other side almost all the way to the...

At first when I did the overturning calculation and the sliding calculation, I added the weight of the water above the heel like if I was designing it to retain soil. But the more I think about it, I feel like I should not. If I do not add the weight of the water, it seems impossible to do...

You put .6D of whatever that will "HELP" your design.

Is there a manual or standard code on how to design structural plastic?

Equation is just there so you do not have to use finite element analysis. Or just go ahead and use finite element analysis and apply the load per tire patch.

I would distribute your wheel load to e width according to AASHTO LRFD 4.6.2.10. On the side edge of the slab, you should reduce this e width. Dont forget to add impact to your factored load.

Don't people use self-consolidating concrete nowadays?

Yes, it will have glass in the plastic. So what shall I design it to? 25% yield? What safety factor shall I add on the top of that?

Hello, I was assigned to help design a small plastic structure. My background is more in concrete. I modeled the structure using FEA. The structure will be buried and loaded with soil cover and vehicle load. My questions are the following: 1. What shall I use as my limiting factor? Shall I...

Cooper thanks! So basically 11.4.7.5 is a reduction even though inclining the rebars will make it more perpendicular to the shear crack? How do you do 11.4.7.6?

It is very hard for me to understand chapter 11.4.7.5 to 11.4.7.8. Do you guys have a sketch or photograph what these look like?

If you extend the active pressure all the way down to the bottom of the keyway, you will realize that adding keyway will not do anything for taller walls.

rb1957, what if the beam is 2+ ft deep?

You have to draw the meshes manually.

Guys, I am having another engineering discussion with my coworker. Let's say you have a concrete beam simply supported 10 ft long. You have 10 kips factored point load that can be anywhere on the beam. The beam has 12" d distance. What Shear load would you design the beam for? Let's neglect...

I just recently finished an excel spreadsheet. I personally did the sum of moment at the toe instead of the key. This way it is easier to do the formulas when you want key or no key. I also believe if you have a key, some of your friction coefficient will be higher because it is soil to soil...

On appendix D, the ANC is calculated from the center of the bolt. If I add a thick custom washer, is there a way to increase this number? I feel like my ANC should be higher? Does Appendix D cover this anywhere?

I am just really interested with this subject. If I was to put a column on a slab (new construction), what do I need to do? How do I design it?