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FHWA Geotechnical Engineering Circular #8 says: "Centralizers are used at spacing of no more than 3m (10ft)"

Anything I've seen built over mine spoils has been put on micropiles. I think it would be wise to do the same here.

You could run the steel bar all the way through the granite block and anchor it with a plate and hex nut connection on the face of the granite.

First off, no ordinary grout is truly colloidal - even in the best mixed batches the cement particles do settle. "Colloidal" mixers simply do a better job of dispersing clumps, separating air, and wetting individual grains. Obermann mixers are not "colloidal" but can produce perfectly good...

I assumed the OP was familiar with concrete work and was describing the cracking as outside of what's expected for normal shrinkage. Perhaps this was not a good assumption.

Sulfate attack?

Try searching for either the COM624P program or the Characteristic Load Method 2.0 excel spreadsheet

If it were my money, I'd want to drill in soldier beams from the top, lag it down to subgrade, and attach a permanent concrete facing.

I'm still unclear on what's existing. What is there right now? A wall? A slope? Something else? If you are installing this drilled shaft and loading it laterally at subgrade you have a condition just like a soldier pile toe, which means the shaft will resist the load by developing passive...

Can you post a sketch? It's not very clear what the existing conditions are, what the original design is, and what you are proposing to redesign (and why).

One centralizer every 10 feet.

I think the OP is talking about a soldier pile with the toe in soil, in which case it's a waste to use any structural concrete. Also, I'm unclear on why a pile with structural concrete in the toe would provide more overturning resistance than one with flowable fill. Also, pouring structural...

FHWA has manuals on anchored soldier pile & lagging walls as well as soil nail walls (Geotechnical Engineering Circulars #4 & #7). For this hybrid system, I would think the facing would have to be very thick and much more heavily reinforced than a traditional soil nail wall. I'm picturing...

How far behind the wall are the deck footings, and how deep are those footings? The footings ought to go at least 3ft deep, so for a retaining wall that short, I doubt the deck is imparting any load to it.

The old SWP guys had something just like yours around the office. It covered the exact same 5 pressure envelopes in a similar fashion.

I lost that diagram years ago and I've been looking for it ever since... Thanks PEInc!

It's not economic ineffeciency, it's inefficiency in the load transfer that this suggestion is referring to. This is discussed in PTI as well as FHWA Geotechnical Engineering Circular #4. I quote Circular #4: "For anchor bond zones that function in tension, initial load increments transferred...

While it depends highly upon the soil or rock you have available to create your bond length in. In general I'd say a range of around 100-150 kips will prove to be the most economical, though the size and depth of your beams will be more of a factor in the price of your wall. Most of the cost...

In the absense of a local building code expressly dealing with micropiles, I would refer to the design procedures outlined in the FHWA Micropile Design and Construction Guidelines (updated by the Micropile Design and Construction Reference Manual, not electronically available on FHWA's website...

A few questions: 1. Is the top reinforced concrete layer exposed? 2. How loose is the rubble layer? Will it need to be cased? 3. Is the 2nd reinforced concrete layer sitting directly on top of competent rock? 4. What is your anchor design load and the anticipated hole diameter needed? If you...