I am not aware of a guidance document. However, I have installed 600mm diameter driven-cast-in-situ piles with 25mm (1 inch) thick end plates. On a few of these, the end plate was driven inside the 600mm diameter tube and about 4 metres up the tube when stiff boulder clay was encountered.
You could justify allowing for non-synchronous movements by the stoves, by addressing their behaviour (i) during construction, (ii) during operation, where one may be shut down for maintenance, (iii) during a major overhaul, where one stove continues in operation, and the other may be partly...
What about a sensitivity test in the design calculations. Use a range of credible values for the modulus. If this shows potential problems, then it may be worth carrying out further investigation. However, you may find that you can design for the conditions yielded by the worst credible values.
Instadog,
I wonder why you have not had any replies until now?
I found your question a little difficult to understand, and this may be partly because we work in different countries, and your terminology is not all familiar to me.
I find myself particularly unsure of your construction and the...
Have you considered taking a degree in Civil Engineering, which includes Soil Mechanics on the course? Most of the competent professionals I have met working in the field(s) of Geotechnical Engineering are civil engineers with postgraduate degrees in the geotechnical area. You may find a...
If the base of your footing is sloping, then some load will still be transferred to the soil, but there will be a horizontal component also. The question is whether that horizontal component is properly transferred and is provided with sufficient resistance. However the horizontal resistance...
brdgbldr,
I often feel the need for further information when I read about an interesting problem, and this case is no exception.
Your piles should ALL be tested for integrity. For example, the sonic echo test can be used and is reliable to depths which depend on the aspect ratio (ratio of...
Kosmo,
Further to JAE's reply, I wonder if JAE has considered the effect of not vibrating the concrete.
As I understand it, a cold joint forms when concrete is poured on top of concrete which has already begun its initial set, and the fresh concrete is not vibrated into the older concrete...
The information you provide is very limited. However, I will try to help, based on what you have provided.
Assess the load (and the resulting stress in the layer) and the tolerance of the structure to movement or to differential movement. It may be that the movement caused to your structure...
Be very careful in making corrections to SPT results. While the SPT is a useful test, it is at best a comparative test. The test is also not very precise, as so many factors other than the properties of the soil layer of interest can influence the uncorrected N value.
If you are struggling to...
I agree with Ron: you should contact a professional who will take responsibility for your foundation design.
There are other options, which may or may not suit your proposed development. The key is the level of settlement and differential settlement which will be tolerable.
For example, you...
Longisland,
I sympathize with your position. I'll deal with the issues in the order in which you raise them.
The silty clay and silty sand may be soft or loose respectively. However, I assume you have already addressed that issue, and that these strata will support your proposed structure...
I also remember the 30m rule from earlier in my career. I'm sure that, if you account for the increased stresses, you can avoid the expansion joint. However, the price for being allowed to do that is that you accept a higher risk of cracking, and you rely even more than usual on the quality of...
I have had another thought on ground freezing in your situation. Remember that water expands on freezing, and consider what effect that expansion will have on the existing structural elements, such as the column bases! Beware also of tying back into the existing Interstate embankment, because...
Wolfhnd,
I'm not sure, but I think it's unlikely to work, unless the sand is saturated.
It is not clear to me whether the retaining wall forms the bridge abutment, or whether this is a wall to be built somewhere underneath an existing bridge. If the latter is the case, you obviously need to...
