gte447f - I would consider your suggestion, but with a few changes:
1) Don't dig immediately adjacent to the existing wall. Move back, say, 1 foot, to excavate.
2) Slope top of concrete to ensure that rain water falling on the block is directed away from the wall.
3) Use reinforcing steel in...
1) 5500 lb. per linear foot of 18' high wall.
In other words, one 60' long sidewall will have total force on it of 330,000 lb. (60' x 5500 lb/ft).
2) Average load per square foot of wall = 306 lb/ft2... forget it. Contact a qualified engineer, what will be needed is essentially a cofferdam or...
Agree with geotechguy1, fluctuations in ground water are of most concern. Foundations in always-wet conditions are "easy". Foundations in always-dry conditions are also "easy". Be careful (conservative) with foundations when there is fluctuation.
Also, agree with ErieChch, assuming 0 meters...
In the USA, decisions on temporary shoring are often part of a Contractor's "means and methods". Since you (Engineer?) have decided not to use shoring, conditions during temporary, open-cut excavation need to be evaluated. Temporary excavation may well be the overriding factor whether the new...
1) No.
2) Throwing (Owner's) money at the problem by increasing concrete thickness 2+ inches will solve nothing. If "time is of the essence", look into making the base much thicker than 6" (say, 18"+) and backfill with material suitable for wet conditions (crushed stone). This will still be...
tmalik3156 - A "tight" pile driving spec would be written for the requirements for this project, not just a "standard" spec that would be used on a typical pile driving job. For example, a "tight" spec could require the following:
1) Pile driving Contractor must provide proof of his experience...
Based on the analysis recommended by PEinc, during construction alternate backfilling and compaction of soil from one side of the foundation to the other. Too much backfill / compaction (force) on one side of the wall, without some offsetting compacted soil on the other side may cause failure...
1) Typical tolerance for pile driving is (horizontally) within 75mm of planned location, for each pile. Getting six pile is a (precise) straight line is going to be challenge (even if the pile driver knows what he is doing... using a template).
IMHO, longitudinal pile misalignment is not a big...
Jayburr - Twelve inch thick deck should be thick enough to allow a safe working surface if no more than half that depth (6") is removed and the remaining concrete (6") is in good condition.
I agree with BridgeSmith, expect major cost overruns on this project... nor matter how the cost estimate...
Jayburr - What is the as-built thickness of the deck? If it is shown on the attached drawing, I can't read it. Thickness of the deck that does NOT need removal is just as important as how much is replaced. Working on "thin" remaining deck is dangerous... too easy for the Contractor to...
That makes sense, thanks.
I know why the wale is on the back side (boat mooring), I worked in a coastal region, but had not come across this design before... a good solution.
What is the purpose of wales on the backside? From the posted image, other than relying on sheeting interlock,the sheeting is restrained only at the specific locations where the "wale bolts" go thru the sheeting.
One more comment. Just for fun, I played the part of the Contractor... since once-upon-a-time I was a bridge contractor (and already a PE at that time).
Looked thru W sections, S sections, M sections, and HP sections. There are no stock sections I could find that even comes close to...
ELNW - IMHO, Creating a slip critical connection in the field, on deteriorated 110+ year old steel is overly optimistic. I suggest trying to avoid relying on slip critical.
Looks like the existing WF is most likely a 1907 Bethlehem B15 (I = 465 in4, S = 62.0 in3... when new). The new T section...
Revisit that assumption with calculations. Perform the calcs BridgeSmith recommended. If you use a widely accepted pedestrian bridge live load of 90 PSF, there is a good chance the structure will fail... and do so by a wide margin.
Don't LOL that the odds of that load happening are "impossible"...
To indirectly measure seepage through the embankment. Change in pore pressure is important. Increased pore pressure indicates increased seepage. Increased seepage can cause instability which may progress to dam failure.
In 1983, we had a sudden, unexpected sizeable "leak" at our large...
IMHO, there are several ways to look at this problem and all of them should give similar answers.... because "There Is No Free Lunch". That is, all of the soil in question, whether under the slope protection shotcrete or not, is relatively close to the proposed retaining wall. Load from this...
Contractors who (successfully) perform this type work tend to accumulate an inventory of assorted structural steel shapes and sizes. Keep an open mind when selecting members. For example, your engineering calcs may indicate that a certain W10 (which have to be purchased or rented) is the best...
