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I agree with others, that this design is very risky. The downhill slope is 1.5:1, that is quite steep. Will you rely on this slope being stable over the long-term? There might be shallow slides/sloughing in that region. I would ignore the passive resistance of at least of few feet of that...

I am trying to enter data for a pile extending above the ground in LPile. Under the Pile Properties I entered "Distance from Pile to Ground Surface" as say 60 inches, and I entered the first top layer of the soil starting at 60 inches, but I am getting Data Error No. 29. It indicates that a...

95% compaction, is really a comparison of the soil density based on a given density achieved in a soil mass where a specified amount of energy/effort is applied (modified or standard proctor), and at a moisture content. It does not mean that at 100% there soil cannot compact any further. The...

If the driller does not maintain a hydrostatic balance inside the augers and outside the augers, a misleadingly low blow counts within the sand stratum is possible. This is especially true in fine grained sand that does not drain as readily as we assume sand to drain, and is located...

BigH, Hokie66 is correct on the context of the post. A larger footing with the same load as a smaller footing would result in a smaller applied bearing pressure, provided the pressure is evenly distributed, as in the scenario being discussed in this post.

What I understand is that a material is introduced into the soil matrix which will increase or decrease the maximum dry density of the soil mass, and the optimum moisture content. I am trying to make sense of this statement. If a material is introduced in the soil matrix that can fit within the...

Has anyone used this site (civilax.com)? Is it useful as advertised?

Conclusion, all else being equal, increasing the size of the footing reduces elastic settlement.

First of all, are you sure this material was silt or very fine sand (I said that because there are some very fine sand that could be seen in the field as silt)? You also said that the bottom of the pit was examined immediately. Did someone went in (would be very unsafe), or was just by visual...

I am late on this,but interesting thread. Going back to the original question: 1. Corner braces are much easier and cheaper to install that tiebacks. 2. There is also an equipment constraint, which will depend on the size of the rig. That is, the rig is unlikely to drill very close...

Is is possible that that whole wall slid away from the house? That is one mode of failure with retaining wall. Seeing that there is no soil at the toe of the wall, that makes is even more likely. Looking at the corner of the wall next to the house, there appears to be a gap with material...

@dirtaqueezer. are you serious? I believe that is a thin layer of stone, and with that angle of the stop, I don't think is is doing anything significant to those piles. How tall is that retaining wall? Could it be that the could it be some modes of failure of the retaing wall is casing the...

Are you missing soil information? You have a total of 3.7m of soil data. Considering embedment and the influence soil below the foundation, which is about 6m in that case, you may need more soil information, or disclose what is below the soils given. That's a huge load, so it is worth...

The underlying problem really seams to be slope movement. What is the embedment depth of the poles? How steep is the slope? How is the nature of the toe of the slope? Any vertical cuts at the toe? How hight is the slope? It appears that the embedment is insufficient, and you also seem to...

CVG makes a valid point: OSHA give these guidelines for construction safety (Sands 2:1, clays: 1:1, silts 1.5:1 (type A, B, and C soils). There is also a height restriction. Beyond a certain depth they recommend a geotechnical engineer. Shallower depth needs a 'competent person'. I had a...

I am not sure of the nature of the intake structure, but I have a few comments. I am concerned with the drains at the bottom of the confinement. Hopefully, there are proper and durable measures in place to prevent the sand from migrating into the drains and causing significant settlement. I...

Interesting topic. As you see, there are several 'pointers' that we can use to help us identify fill. I think I learned this by looking at soils over and over- and yet, who knows exactly? Don't beat yourself up too much for this. Split spoon samples are not always retrieved as undisturbed -...

The pile-soil interaction is so complex that it can only be reasonably done with the aid of computer programs - I typically used LPile to perform the analysis, and there is an input for ground slope. However, I think you have the right theoretical concept.

Are you looking at the structural aspect of the pile, or the soil response? Typically I would limit the pile head movement based on rotation, lateral movement, and vertical movement, depending on the structure and recommendatons from the structural engineer, and that would be independent of the...

your topic said "Shallow Pier Foundation..". That I think is the problem - the they are too shallow. Design has to tak into account the slope. Embedment in a slope is typically deeper compared to embedment in a flat area, all other things being equal. The down-slope side of the pole/pier...