Right. The CT (transverse load)is 54 kips for TL-3 from that table. Are you saying just the 54 kips is applied with no load combinations? I thought in the beginning of section A13 it says extreme limit state applies and EXII seems to be the best choice.
But to answer my own question I would...
I'm designing a connection for a guide rail post to a fascia beam. I'm using design criteria from AASHTO LRFD Bridge Design Specs. A13.2. I have the load combinations as 1.25(DC2)+0.5(LL_IM)+1.0(CT) as per table 3.4.1-1.
The question is would I add in the girder distribution factor to the...
Really my question is will a soil plug form for a long pile bearing on rock. Or because it is bearing on rock a soil plug is not really a consideration. Kind of a silly question but needs to be asked by me regardless. Thanks.
Yeh, the nominal structural axial capacity is checked too. I just had some confusion as to whether a soil plug would form for an intermediate or long pile vs a short pile. And if this is even a necessary consideration since the pile tip is bearing on bedrock.
I am a structural engineer designing a footing on H-piles driven to bedrock. If the piles are considered short piles (I'm using Brom's criteria) should I ignore the formation of a soil plug for calculation of the geotechnical tip resistance? Thanks.
Here's the manual. You may like to look at it. https://www.nysdot.gov/divisions/engineering/technical-services/technical-services-repository/GDP-11b.pdf
Thanks. These formulas were written by the NYSDOT Geotechnical Dept. I imagine the exclusion of the pressure reversal is compensated for by a much lower allowable stress of 25 ksi.
My mistake. I guess it only works if you have v.14. I know you can take v.13 files and add the "z" and turn it into a v.14 file but apparently not the other way around.
Thank you for your inputs. Just to let you know the top of the sheet pile wall is "composite" with the side of the footing using shear studs. The 8' depth is the calculated scour depth.
When you say that the 16' should be looked at as a block do you mean a 16'x16' block of soil? Some people at...
We had thought about using the 16' of soil as a surcharge but then figured it would act beyond the shear plane of the soil. If anything an inclined wedge of soil behind the frame (acting on the footing) chould be added into the line load. We'd also include the NY State standard 250psf surcharge...
We’re trying to resolve the forces acting on a sheet pile wall. If you look at the attached pdf we believe the effective width of the concrete arch and the soil wedge of select structural fill on top of the arch can be analyzed as a line load distributed through the 8’ footing. We’re not so sure...
I wasn't sure you could post a sheet. You can peruse what I did if you like. it's a MC version 14. Just drop the "z" off the file extension to bring it back to an earlier version.http://files.engineering.com/getfile.aspx?folder=695caf6e-d460-467e-99dc-5c329a2b95f6&file=H28_sheet_pilingMOD.xmcdz
Ummmm K. looks like I solved my own problem. If you look on the attached screed grab of the Mathcad sheet you'll notice I added F5 and didn't subtract it. Now the sheet works. You gotta watch those pluses and minuses gang.
