I should reiterate the fact that these 40 ft long sheet pile sections will be driven to 15 ft below the surface leaving approximately 25 ft exposed.
PAUL S SNYDER, P.E.
Thanks for the response PEinc. I actually just finished my design for the sheetpile, front angle and accompanying anchor bolts, but would still appreciate further responses. Ended up using ACI347 equation for pmax for concrete loading rate (R) > 7ft/hr. SCZ 16 works since the top of the wall...
I have not gotten any replies to this post, so I am reposting it:
My mistake; as I should have been more specific and indicate that the sheet piles will end up as stay-in-place forms to serve as a component for the new abutment. They will not serve structurally by carrying the vertical load...
My mistake; as I should have been more specific and indicate that the sheet piles will end up as stay-in-place forms to serve as a component for the new abutment. They will not serve structurally by carrying the vertical load from the beams, as the existing abutment/timber piles will serve for...
I am designing a project where I will be rehabbing an existing bridge. The existing 25 ft tall concrete abutments and wingwalls are not in too bad condition, but the beams and deck are not good. So, my colleague and I are proposing to save some money and drive scz sheet piling in front of the...
I agree with francesca, but also have to add that your interests may likely change once you reach your senior year which is when you take your technical electives. In your junior and senior year, especially your senior year, of your civil undergraduate studies you really make the decision as to...
We have certainly considered that option, but do not have the equipment, and it would require the use of a contractor to construct it. Therefore, the cost would exceed what we are willing to spend on the replacement structure.
PAUL S SNYDER, P.E.
A couple of other little details I should mention is that soil borings for another bridge a little further downstream show that the soils are poor as well and for at least 50ft deeper (150 ft) versus what we got for this bridge. Also, the existing bridge (1928) has a CIP gravity abutment without...
I would have responded earlier, but the holidays are upon us. Some interesting suggestions have been mentioned above. Here is some more info to give a little more detail to the scenario at hand:
1) I am actually in a rural NY county and we design our structures (all rural roads) for HS25 load...
We definitely do not have the room to precast onsite. It was a 3-sided RCB on a either a CIP or precast floor (depending on cost). If I go with the floor option, what do you suggest be placed under the floor for stability-geotext over poor soils with gravel base? We also have to consider scour...
cvg-I have considered that option, however, my feeling is that it would be more labor-intensive for my crews thus taking more time. I am a designer for a small county highway dept, and have two crews which are spread kind of thin. That option is still open and I will speak to my foreman to see...
I am currently working on a design of the replacement of a 28ft span bridge on a 25deg skew where soil borings completed to 100ft show an N value of 6 to WOH for the entire depth. The soils are classified as interbedded silts, clayey silts and silty sands to 18ft then silty clays to 100ft.
If...
Winterrules, that is correct in that reference must be made to AWWA C-600 (Installation of DIP), Section 5.2.1.4 Testing allowance. See the section below, but I would purchase the installation standards from AWWA for the various types of pipes.
5.2.1.4 Testing allowance. Testing allowance...
I am located in NYS, and the fire flow for projects here must meet the design standards in the Recommended Standards for Water Works (also known to us as the 10 States Standards). Section 8.2.1 (see below) states that the residual pressure must meet 20 psi at ground level at all points in the...
Thanks to all. I ended up using the ENR formula before getting any replies. Because of the poor soils, I designed the piles based on friction capacity and the calculated theoretical capacity matched the capacity that we ended up getting in the field. We ended up getting about 115 blows/ft...
