7/28/2019 Sheetpile Embedment Rev 1.1
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Surcharge loading
Min Safe PileEmbedment Depth.
This in cludes 1.3 F.O.S
And
SHT. OF
c -2056.401
to solve for D use the quadrat ic equat ion!
2737.857
for the Quadratic Equ
a
b -644.124
0 Pile Embedment Depth in Cohesive Soils "ONLY" ie =0
=135 pcf
c= 3000 psf
3.5 ft
4.2 ft
= 120 pcf
Total Excavated
Depth= 14 ft Ka= 1
1 3
432.827
Soil (3)
428.788
644.1242 x 322.062 =
12 x 143.603 x 1.402 + 322.062 =
2 x 143.603 + 141.583 =
THUS 432.827 D - 644.124 D - 2056.401 = 0
432.827
19.496 ft
2Ra =
12cy + Ra =
2c + q =
I have used a metr ic version of nu mbers to f ind the depth.
Thus
4 x 143.603 - 141.583 =
Embedded Soil
Ka= 1, a mu st!
4c - q =
Crs between piles
1.5
1250 psf
Soil (1)
= 135 pcf
Diagram of loading Condition
PR17/04/08
6.3 ft
Ka= 0.307
Ka= 1
0 ft over dig
= 110 pcf
0
YOU NEED to
Soil (2)
input a here!
0
The Design Formula used to Calculate the Min Embedment
Depth,refer to last page of calculations for proof.
D(4c-q) - 2DRa - Ra(12cy + Ra) = 02c + q
7/28/2019 Sheetpile Embedment Rev 1.1
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p1= 18.369 kN/m (typ)
p6= 141.583
NOTE
#
#
SHT. OF
Max Bending Moment=
For a moment check I have assumed 3 conditions, fixity at
excavation depth and as above.
Max Bending Moment=
with P7 acting as the prop
Max Bending Moment=
499.512 kip-ft
1227.958 kip-ft
766.908 kip-ft
P8 is the resultant point force, for the triangular pressure
noted above, 'at the pressure turning point'.
- As a Cantilever2.164 in1.178 in
R.T moment = -451.06 kNm/m
4c + q = 715.993 kN/m= 4c - q
For a Delf check, I have assumed the pile fixity point is @ P8,
ie 5.02 ft below excavated level
p6 = p5 + 3hKa(3)
146.501
17.369
TOTAL at pile head =TOTAL at pile head = - As a Propped
Cantilever
IF DEFLECTION IS TOO HIGH, CLOSE PILE CRS OR INCREASE SECTION
SIZE!
P3 = p3 x h
P4 = (p4 - p3) x h/2
P5 = p5 x h
p4 = p3 + 2hKa(2)
p5 = (S/C + 1h + 2h) x Ka(3)
P6 = (p6 - p5) x h/2
0.427 m
9.828p4= 114.445
p3 = (S/charge + 1h) x Ka(2)
p1 = Surcharge x Ka(1)
p2 = p1 + 1hKa(1)
in kN/m
0
PR
P2 = (p2- p1) x h/2
P
17/04/08
kips/ft
7.015
35.271
10.665
102.427
2.416
0.730
0
0
as a 'Canti'
as a 'P/Canti'
IF Max BM IS TOO HIGH, CLOSE PILE CRS OR INCREASE SECTION
SIZE!
p3= 96.018
p5= 114.445
Pile Embedment Depth in Cohesive Soils "ONLY" ie =0
P1 = p1 x h
0
p2= 29.478
O.T moment = 451.5kNm/mP8= 141.58kN/m
1.813 m
2.987 m
1.636 m
3.307 m
Pi = 322.062 = RaP7= 567.779 kN/m
p6 pressure used to approx below ground
forces for the delf calcs, notated as P6e1.53 m
10.034
1.190
0.656 m
z = 1.736 m
Pressure Distribution Diagram per metre run
0.64 m
D= 3.047 m
NOTE: NO F.O.S
432.827 kN/m
P8= 387.1 kN/m
1.966 m
PILE DESIGN CHECK
z=[D(4c - q) - Ra]/4c
Lever arm = 1.402 m
2.687 m
2 3
0.673
