Sachpazis_Pile Analysis and Design for Acropolis Project According to EN 1997-1-2004-March-2017

Circular column design
Pile design by Geodomisi
Concrete Design code: Eurocode 2 - 2004
Input Data
Pile dimensions
Pile type
Pile length m
Pile diameter mm
Pile section
Increased Base~%
DCIS
7.500
900
Circular
30
Safety factors
Shaft
End bearing
1.5
4.0
Design parameters
K
Capacity when founded in rock
Shaft %UCS
Base %UCS
0.85
10
450.00
Settlement parameters
K1
K2
K3
S/EB ratio
Fines
2
0.2
0.6
10
30
Design Load: 3600.00
Layer Depth Material Consistency H2O Yd p0'
c
(MPa) delta Nq
UCS
(kPa) f (kN/m2)
1 2 Sand Very Dense 20 20.0 35 50 11.90
2 6 Clay Soft x 16 52.0 25 18.03
3 7.5 Rock Very Soft x 18 70.0 1800 180.00
4 9 Rock Soft x 18 76.0 4000 400.00
Output values:
Calculation of layer and total capacities:
Layer 1
Calculation of p0
Dry density
 = 20.00
Thickness
Sheet
Job Number
Job Title
Client
Calcs by Checked by Date
Engineering Consultants Ltd
URL: http://www.geodomisi.com
E-Mail : info@geodomisi.com
72538
133
Pile Analysis and Design for Acropolis Project
Greek State
Dr. C Sachpazis 28-Mar-21

t = 2.00
=
p0
 t
2
.
=
20 2
2
×
= 20.000
=
c Kv p0 
( )
tan
. .
= .85 20 35
( )
tan
× ×
= 11.904
Layer friction capacity
=
f  c t 
. . .
= .9 11.904 2 
× × ×
= 67.316 kN
Layer bearing capacity
q = 0 kN
Layer total capacity
=
Cap f q
+
= 67.313 0
+
= 67.313 kN
Layer 2
Calculation of p0
Dry density
 = 16.00
Thickness
t = 4.00
The layer has water
Density of previous layer
a = 20.00
Thickness previous layer
Sheet
Job Number
Job Title
Client
72539
133
Greek State

ta = 2.00
p0 for previous layer
p0a = 20.00
=
p0
 10 t
2
p0a
a ta
2
-
( ). .
+ +
=
16 10 4
2
20
20 2
2
-
( )× ×
+ +
= 52.000
=

ci
p0
=
25
52
= 0.4808
=
 0.5  0.5
-
.
= 0.5 .48077 0.5
-
×
= 0.7211
=
c ci 
.
= 25 .72111
×
= 18.028
=
f  c t 
. . .
= .9 18.028 4 
× × ×
= 203.892 kN
q = 0 kN
Sheet
Job Number
Job Title
Client
72540
133
Greek State

=
Cap f q
+
= 203.89 0
+
= 203.890 kN
Layer 3
Calculation of p0
Dry density
 = 18.00
Thickness
t = 1.50
The layer has water
a = 6.00
ta = 4.00
The previous layer has water
p0a = 52.00
=
p0
 10 t
2
p0a
a 10 ta
2
-
( ). -
( ).
+ +
=
18 10 1.5
2
52
16 10 4
2
-
( )× -
( )×
+ +
= 70.000
=
c
UCS SCap
100
.
=
1800 10
100
×
= 180.000
=
f  c t 
. . .
= .9 180 1.5 
× × ×
= 763.407 kN
Sheet
Job Number
Job Title
Client
72541
133
Greek State

q = 0 kN
=
Cap f q
+
= 763.41 0
+
= 763.410 kN
Layer 4
Calculation of p0
Dry density
 = 18.00
Thickness
t = 0.00
The layer has water
a = 8.00
ta = 1.50
The previous layer has water
p0a = 70.00
=
p0
 10 t
2
p0a
a 10 ta
2
-
( ). -
( ).
+ +
=
18 10 0
2
70
18 10 1.5
2
-
( )× -
( )×
+ +
= 76.000
=
c
UCS SCap
100
.
=
4000 10
100
×
= 400.000
Sheet
Job Number
Job Title
Client
72542
133
Greek State

=
f  c t 
. . .
= .9 400 0 
× × ×
= 0.0000×100
kN
Pile base effective diameter
=
Diae 1.3 dia
.
= 1.3 900
×
= 1 170.000 mm
Base bearing area
=
A
diae
2

4
.
=
11702

4
×
= 1.075×106
mm²
=
q
A Bcap UCS
100
. .
=
1.0751 450 4000
100
× ×
= 19.35×103
kN
=
Cap f q
+
= 0 19352
+
= 19.35×103
kN
Total friction capacity - all layers
ftot = 1034.61 kN
Total bearing capacity - bottom layer
Sheet
Job Number
Job Title
Client
72543
133
Greek State

btot = 19352.37 kN
Total capacity
=
Cap ftot btot
+
= 1 034.6 19352
+
= 20.39×103
kN
Total design friction capacity - all layers
=
ftotd
ftot
SF
=
1 034.6
1.5
= 689.733 kN
Total design bearing capacity - bottom layer
=
btotd
btot
SF
=
19352
4
= 4 838.000 kN
Total design capacity
=
Capd ftotd btotd
+
= 689.74 4 838.1
+
= 5 527.840 kN
Settlement calculations:
Everett settlement at SLS:
Assume a value d = 3.43 mm
Ultimate adhesion transfer
Sheet
Job Number
Job Title
Client
72544
133
Greek State

=
Cult Cf PF
.
= 1 034.6 .3
×
= 310.380 kN
Ultimate inter granular transfer
=
Fult Cf 1 PF
-
( )
.
= 1 034.6 1 .3
-
( )
×
= 724.220 kN
Ultimate end bearing transfer
qult = 19352.37 kN
Adhesion force transfer
=
Fa Cult 1 e 1 K1 d
. .
-
-
.
= 310.38 1 e 1 2 3.4331
× ×
-
-
×
= 310.056 kN
Friction force transfer
=
Ff Fult 1 e 1 K2 d
. .
-
-
.
= 724.23 1 e 1 .2 3.4331
× ×
-
-
×
= 359.744 kN
Side shear force transfer
=
F Fa Ff
+
= 310.06 359.74
+
= 669.800 kN
S/EB ratio rat = 0.10
X value
=
X
d
rat sdia
.
=
3.4331
.1 900
×
= 0.0381
Sheet
Job Number
Job Title
Client
72545
133
Greek State

End bearing transfer
=
q qult X1 XK3
-
.
= 19352 .038151 .03815 .6
-
×
= 2 938.273
Total force capacity
=
Ft F q
+
= 669.8 2 938.1
+
= 3 607.900 kN
This calculated capacity is close to the SLS pile loading of 3600.00 kN
Therefore the assumed settlement at SLS is considered accurate.
Everett settlement at ULS:
Assume a value d = 5.21 mm
Adhesion force transfer
=
Fa Cult 1 e 1 K1 d
. .
-
-
.
= 310.38 1 e 1 2 5.2059
× ×
-
-
×
= 310.371 kN
Friction force transfer
=
Ff Fult 1 e 1 K2 d
. .
-
-
.
= 724.23 1 e 1 .2 5.2059
× ×
-
-
×
= 468.549 kN
Side shear force transfer
=
F Fa Ff
+
= 310.37 468.55
+
= 778.920 kN
S/EB ratio rat = 0.10
X value
Sheet
Job Number
Job Title
Client
72546
133
Greek State

=
X
d
rat sdia
.
=
5.2059
.1 900
×
= 0.0578
End bearing transfer
=
q qult X1 XK3
-
.
= 19352 .057841 .05784 .6
-
×
= 3 863.834
Total force capacity
=
Ft F q
+
= 778.92 3864
+
= 4 642.920 kN
This calculated capacity is close to the ULS pile loading of 4640.00 kN
Therefore the assumed settlement at ULS is considered accurate.
Concrete Design calculations:
Design code used: BS8110 - 1997
Concrete area Ac
=
Ac
 dia
2
4
.
=
 9002
4
×
= 636.2×103
mm²
Calculate nominal reinforcement:
Nominal reinforcement
=
Anom 0.004 Ac
.
= 0.004 636173
×
= 2 544.692 mm²
Sheet
Job Number
Job Title
Client
72547
133
Greek State

Calculate required reinforcement:
Reinforcement area At
=
At
P 0.4 fcu Ac
0.8 fy
. .
-
.
=
4640×103
0.4 30 636173
0.8 450
× ×
-
×
= -8 316.8778 mm²
Since the calculated At < Anom, set At = Anom
Summary of output
Summary of Output
Design Load (kN)
Calculated Capacity (SLS) (kN)
Shaft Stress (kPa)
Everett Settlement (SLS) (mm)
Everett Settlement (ULS) (mm)
3600.00
5527.83
3348.43
3.43
5.21
PILE CAPACITY (ULTIMATE) Frict Cap max = -7.500m @ 20E3kN
-7.50
-7.00
-6.50
-6.00
-5.50
-5.00
-4.50
-4.00
-3.50
-3.00
-2.50
-2.00
-1.50
-1.00
-.500
1000
2000
3000
4000
5000
6000
7000
8000
9000
10E3
11E3
12E3
13E3
14E3
15E3
16E3
17E3
18E3
19E3
20E3
21E3
Pile
Length
(m)
Capacity (kN)
Sheet
Job Number
Job Title
Client
72538
133
Greek State

Sheet
Job Number
Job Title
Client
72538
133
Greek State

PILE SETTLEMENT kN max = 6640 kN @ 25.0mm
500
1000
1500
2000
2500
3000
3500
4000
4500
5000
5500
6000
6500
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
23.0
24.0
25.0
26.0
Load
(kN)
Deflection (mm)
Total
End
Side
2.00 m
f= 11.90 kPa
Very Dense Sand
6.00 m
2.00 m
f= 18.03 kPa
Soft Clay
7.50 m
f= 200.00 kPa
Very Soft Rock
9.00 m
f= 400.00 kPa
Soft Rock
Sheet
Job Number
Job Title
Client
72539
133
Greek State

Sachpazis_Pile Analysis and Design for Acropolis Project According to EN 1997-1-2004-March-2017

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Sachpazis_Pile Analysis and Design for Acropolis Project According to EN 1997-1-2004-March-2017