retaining wall ramp for loader

[nothna]

Hi. My first post here and this is actually my face project as an structural engineer, hope you can help me out.
I have this retaining wall L-stand. It needs to be designed for a loader to be able do drive up on to it and containers will be on the other side below it.
It needs to be 1,2m high and 22x6m. The filling and backfilling will be crushed rock. I have calculated with interior friction of 45. I am unsure about the surcharge load of the loader itself.
But lets say about 15 tons+loads of 6 tons The axels is about 3x1,5m: That means 4,5 tons/m2
This is what i get.

I used a slightly lower filling to compensate for the ramps negative angle. In this program i cant make the angle negative

SO this is actually the earth fail surface not the wall itself that is limiting?

 

[jayrod12]

The way I read the output, you have roughly 56 kPa of bearing capacity for the soils, and you have (at a minimum) 45 kPa surcharge and and additional 30 kPa of backfill. That's already 75 kPa and hasn't even taken into account the higher bearing pressure from the cantilevering action of the wall.

So yes, the soil appears to be failing in bearing capacity.

 

[EireChch]

how wide is the portion where the loader drives up? Could you make the wall with an L on 3 sides and a suspended slab above. Would save some time on construction and take a way a load of load.

 

[nothna]

yep the L-stand will be on 3 sides. the ramp is 6x22meters. i have recalculated the weight of the loader to 25kn/m2
20 tons. 10 ton per axel. wheel base area=1,9x3meters when the loader is at the top the area per wheel to distribute force will be 1,9x3/2=2,85
5 tons per wheel/2,85=1,75 tons. lets say about 25 kn/m2 to be on the safe side. any thoughts is apprecieated