The contact area is not a factor in sliding resistance, the resistance=weight x coefficient of friction.
As you recognized, all the weight is transferred to the walls, the void has no 'bearing' on the analysis.
There may be a small portion of the slab weight supported on the soil, but as...
Are 2 layers of reinforcing necessary? Aircraft pavement is typically thicker, and unreinforced (or at least used to be). The steel was not necessary for support/structural reasons. Use of appropriate contraction joints addressed crack control.
You could show it either way, as long as it's well identified which is which. I'd think the road below is more pertinent to the utility installation, so would show the bridge above with less dominant linework, either hidden/dashed, or faded.
If you think the groundwater can be controlled sufficiently to perform earthwork to that depth, why not instead just place the pier below the frost level and forego the subgrade replacement with gravel?
The gravel replacement idea should provide adequate foundation support, as the chance of...
You mentioned 'tolerances', what are they, what is required by the specifications? For a finished surface of earth (vs pavement), a typical tolerance (allowed deviation from design grade) is something on the order of +/- 0.05 feet, or about 1/2 inch. The tolerance would be independent of slope...
That soil type (silty sand), very low blow counts, below the water table, present very high chance of liquefication during a seismic event, leading to settlement, sand boils, etc.
Unless site is in a very low seismic region.
Not all system variables can be set through user accessed settings, but this one can be apparently (I read online, didn’t verify):
Tools/Options/User Preferences/Prioroty for Coordinate Data Entry ... select "Keyboard Entry" vs "Running Object Snap".
Set OSNAPCOORD to 1 or 2 to prevent osnaps from controlling during coordinate entries
https://help.autodesk.com/view/ACD/2025/ENU/?guid=GUID-94994960-5E62-4044-BEF7-9CF91667F641
I would think the PC design/sizing is more a function of the maximum expected inflow rate, rather than daily flow rate. The PC size is as necessary to limit number of pump starts per hour. So maybe you should be asking the ME, and possibly the bakery, what is the maximum expected flowrate &...
Regarding #2:
I'm guessing by "shear", this is lateral load from the structure that will transfer to the foundation. But depending on how the load is transferred, some may be resisted by grade beams (setting on the earth) and grade slabs. It some cases it may be reasonable to assume that those...
Your scheme leaves some cold bridges from the inside cold temperatures, to the footing. The below additional insulation could address that. Though the slab itself could experience frost effects.
A waterbody does not fit the "length of need" scenario shown by the figure, as it is not a hard/fixed object. The "back" is the far point of the object from the roadway, that is to be shielded with a guardrail. In the case of a waterbody or steep slope, extend guardrail as needed to keep errant...
You should contact a geophysical services firm, there are a lot of methods for detecting/mapping subsurface conditions.
One example:
https://geophysicalservices.com/locate-deep-facilities-eri-em-masw-pulseekko-ultra-gpr-magnetometers-buried-cables-voids-pipes/
Backwater analysis.
Assume a flowrate. Starting at downstream end, should be some controlling water level, or free-flow. Break ditch into sections of similar cross-section. For each, calculate HGL to achieve assumed Q, such as with Mannings equation. Carry elevations upstream. End result is...
As mentioned, ASCE 32 provides methods for insulating below an unheated building to prevent frost penetration. There are no allowances/reductions for interior footings. Where is this energy coming from that may lessen the frost depth? The air temperature inside and out should be essentially the...
I believe the pore pressure being referred to is actually "excess" pore pressure, which is the amount above pressure due to gravity. So by zero pore pressure they actually mean hydrostatic.
