One way shear in a pile cap
One way shear in a pile cap
(OP)
What force should you use to check the one way shear in a pile cap? The sum of the actual pile reactions outside the critical section, (max pile reaction)*(# piles outside the critcal section), or something else? FYI there is biaxial moment on the pile cap.
Thanks
Thanks






RE: One way shear in a pile cap
This software might be helpful for that case.
As for the shear check, you can assume the pile cap as a continuous beam and plot its shear force diagram considering the calculated reactions of each pile. Then you should check every section along its length.
Regards
RE: One way shear in a pile cap
RE: One way shear in a pile cap
BA
RE: One way shear in a pile cap
RE: One way shear in a pile cap
After going through all the examples in attached PDF file, you will know what force should you use to check the one way shear in a pile cap.
anchor bolt design per ACI 318-11 crane beam design
http://www.civilbay.com
RE: One way shear in a pile cap
Thanks
RE: One way shear in a pile cap
From the first impression it seems we shall use d for one-way shear check, for both corner pile and column case.
I highlighted corner pile in red and the answer is the in the corner word.
--> Column one way shear check refers to CSA A23.3-04 13.3.6.1 which uses d
--> Corner pile one way shear check refers to CSA A23.3-04 13.3.6.2 which uses d /2
I check through ACI 318-11 and find there is on specific one-way shear definition similar to CSA A23.3-04.
ACI 318-11 quotes corner column in clause 11.11.1.1, which used d/2. The one-way shear check in ACI 318-11 is same as beam shear check, which shall refers to clause 11.2.1.1, in this beam shear case, d shall be used.
From above comparison, the use of d/2 for corner pile one-way shear check and use of d for column one-way shear check in my spreadsheet is correct !
Please refer top attached PDF file for more details.
anchor bolt design per ACI 318-11 crane beam design
http://www.civilbay.com
RE: One way shear in a pile cap
Getting back to one of my intail questions. In your examples the column has no moment on it, so all of your piles have the same reaction. If your column had biaxial moment on, so that each of the piles had a different reaction. Would you still use the actual pile reations even though that would put a much higher level of shear on one side of your critical section? Or would you conservativly take your max pile reaction and multiply by the number of piles outside the critcal section and use this for "Vu" in the one-way shear check?