Figure 1
Loaded pile scheme.
Symbols on Figure 1:
D- pile diameter [m]
h- length of the pile in the soil [m]
l- arm of bending space [m]
N1- load at the base of the pile [MN]
N2- load at the head of the pile [MN]
N(z)- axial force in the pile at z depth [MN]
τ(z)- shear stress on the pile skin at z depth [MPa]
s- settlement value of the pile [mm]
s(z)- settlement of the pile at z depth [mm]
Figure 2
Placement of strain gauges for Pile 1, forces graph [9].
Table 1
Static load test values for Pile 1.
| Dimensions | N2 [kN] | s2 [mm] | |
|---|---|---|---|
| Pile nr 1 | D=0,8 m | 6100 | 14,05 |
| 5800 | 12,29 | ||
| 5500 | 10,42 | ||
| H=18,05 m | 5200 | 9,42 | |
| 4900 | 8,28 | ||
| 4600 | 7,21 | ||
| 4300 | 6,36 | ||
| Technology: CFA | 4000 | 5,64 | |
| 3700 | 4,75 | ||
| 3400 | 4,23 | ||
| 3100 | 3,56 | ||
| 2800 | 2,83 | ||
| 2400 | 2,24 | ||
| 2000 | 1,76 | ||
| 1600 | 1,27 | ||
| 1200 | 1,12 | ||
| 800 | 0,74 |
Table 2
Static load test values for Pile.
| Dimensions | N2 [kN] | s2 [mm] | |
|---|---|---|---|
| Pile nr 2 | D=0,8 m | 4800 | 25,46 |
| 4500 | 18,23 | ||
| 4200 | 13,28 | ||
| H=18,05 m | 3900 | 8,85 | |
| 3600 | 6,83 | ||
| 3300 | 5,48 | ||
| 3000 | 4,42 | ||
| Technology: CFA | 2700 | 3,6 | |
| 2400 | 2,89 | ||
| 2100 | 2,27 | ||
| 1800 | 1,69 | ||
| 1500 | 1,28 | ||
| 1200 | 0,98 | ||
| 900 | 0,7 | ||
| 600 | 0,43 | ||
| 300 | 0,2 |
Figure 3
Graph of CPTu investigation results for Pile 1 (left graph) and Pile 2 (right graph) [9].
Figure 4
Comparison of values obtained from measurements (m index) with authors’ calculations (calc index) for Pile 1, different loads.
Figure 5
Comparison of values obtained from measurements (m index) with authors’ calculations (calc index) for Pile 2, different loads.
Figure 6a
Least squares method for Pile 1 N2=6100 kN.
Figure 6b
Least squares method for Pile 2 N2=2400 kN.
Figure 7a
Relationship between settlement and shear stress at the head of Pile 1.
Figure 7b
Relationship between settlement and shear stress at the base of Pile 1.
Figure 8a
Relationship between settlement and shear stress at the head of Pile 2.
Figure 8b
Relationship between settlement and shear stress at the base of Pile 2.
Figure 9a
Pile 1 values comparison; linear distribution for B2=5,28.
Figure 9b
Pile 2 values comparison; linear distribution for B2=6,89.
Figure 10a
Pile 1 values comparison; linear distribution for B1=0,02.
Figure 10b
Pile 2 values comparison; linear distribution for B1=0,01.