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Pile–Soil Interaction during Static Load Test Cover

Pile–Soil Interaction during Static Load Test

Studia Geotechnica et Mechanica
Volume 46 (2024): Issue 3 (September 2024)
By: Paweł Siemaszko  
Open Access
|Jun 2024

Figures & Tables

Figure 1:

Graphical description of the loads acting on a pile in the presented approach. D – Pile diameter [m]; h – Pile length [m]; N2 – Load acting on the head of the pile [N]; N1 – Soil reaction at the toe [N]; T – Pile skin resistance [N]; s2,1 – Settlement value of the head and base of the pile [mm]; σ1 – Stress under the base of the pile [Pa]; τ – Stress acting on the skin of the pile, representing the skin resistance [Pa]; l – Arm of the soil deformation according to Kirchhoff's principle [m].
Graphical description of the loads acting on a pile in the presented approach. D – Pile diameter [m]; h – Pile length [m]; N2 – Load acting on the head of the pile [N]; N1 – Soil reaction at the toe [N]; T – Pile skin resistance [N]; s2,1 – Settlement value of the head and base of the pile [mm]; σ1 – Stress under the base of the pile [Pa]; τ – Stress acting on the skin of the pile, representing the skin resistance [Pa]; l – Arm of the soil deformation according to Kirchhoff's principle [m].

Figure 2:

Location of a static load test project in Northern Poland, Szczecin, Leona Heyki 3 street.
Location of a static load test project in Northern Poland, Szczecin, Leona Heyki 3 street.

Figure 3:

Pile designed for testing with visible extensometers attached to the reinforcing steel while casting (image captured by the author).
Pile designed for testing with visible extensometers attached to the reinforcing steel while casting (image captured by the author).

Figure 4:

Part of the site prepared for static load testing (image captured by the author).
Part of the site prepared for static load testing (image captured by the author).

Figure 5:

Distribution of the axial force along the pile shaft and deformation of the pile shaft measured during the static load test with extensometers [36].
Distribution of the axial force along the pile shaft and deformation of the pile shaft measured during the static load test with extensometers [36].

Figure 6:

Completed static load test site ready for testing (image obtained from authors' library).
Completed static load test site ready for testing (image obtained from authors' library).

Figure 7:

CPTu investigation results for Pile 1 [27].
CPTu investigation results for Pile 1 [27].

Figure 8:

CPTu investigation results for Pile 2 [27].
CPTu investigation results for Pile 2 [27].

Figure 9:

Example of the M–K curve graph [20].
Example of the M–K curve graph [20].

Figure 10:

Least-squares graphs of the results obtained for the analyzed piles.
Least-squares graphs of the results obtained for the analyzed piles.

Figure 11:

Relationship between the load acting on the head of the pile and the shear stress at the head level (τ2) and base level (τ1) for the pile taken from Heyki 1 [by author].
Relationship between the load acting on the head of the pile and the shear stress at the head level (τ2) and base level (τ1) for the pile taken from Heyki 1 [by author].

Figure 12:

Relationship between the load acting on the head of the pile and the shear stress at the head level (τ2) and base level (τ1) for the pile taken from Heyki 2 [by author].
Relationship between the load acting on the head of the pile and the shear stress at the head level (τ2) and base level (τ1) for the pile taken from Heyki 2 [by author].

Figure 13:

Soil under and around the pile base forming a sphere, where the parameters vary significantly [22, 28].
Soil under and around the pile base forming a sphere, where the parameters vary significantly [22, 28].

Figure 14:

M–K curve and static load test results compared for Pile 1 (left) and Pile 2 (right).
M–K curve and static load test results compared for Pile 1 (left) and Pile 2 (right).

Load–settlement values obtained from the static load test; Pile Heyki 1_

N [kN]01452894325767208631007115012951438158117261890
s [mm]0,000,571,141,862,643,694,826,548,3810,8313,3816,4120,2826,08

Load–settlement values obtained from static load test for Pile Heyki 2_

N [kN]01452934315757208641006115112941438158217261896201321562300
s [mm]0,000,711,271,882,573,494,486,047,7710,2413,2416,1319,5923,2027,1431,7336,42

Geotechnical parameters of the soil profile [27]_

qcsvoIDIcqnβqNmΦ′C′Su(Cu)M0
[m][-][-][MPa][KPa][%][-][MPa][-][-][°][kPa][kPa][MPa]
0,0
1,8Mg(hgrcFSa)nN(Pd+H+c+ż)2,203520-2,190,02-29° 30′--9,5
2,3Mg(grchclSa)nN(Pg+H+c+ż)1,3042-0,541,270,0111,122° 10′6989,2
2,5Mg(grchFSa)nN(Pd+H+c+ż)2,205715-2,140,00-29°--9,4
3,8Or(Nm)Nm 0,4592-0,500,380,043,713° 10′3201,1
6,6Or(Nm)Nm 0,65117-0,600,580,125,115° 50′4312,5
7,0Or(Nmp)/HFSa Nmp/PdH1,10133-0,441,000,016,818° 50′5717,9
8,2FSa Pd 3,3014920-3,180,00-29° 20′--14,2
8,6FSa Pd/Ps 6,4017740-6,250,00-32° 10′--28,4
11,1FSa Pd 13,2020865-13,030,00-35° 10′--64,9
11,8FSa Pd 7,3022040-7,120,00-32° 20′--32,4
12,4saSi Πp 2,60236-0,742,400,0011,122° 10′717121,8
13,3FSa Pd 7,0025035-6,800,00-31° 50′--31,1
13,8FSa Pd 11,1026855-10,880,00-33° 50′--54,6
15,2saSi/siSa Πp/Pπ3,40292-0,823,170,0012,222° 50′722628,5
16,2FSa/MSa Pd/Ps 14,0032060-13,740,00-34° 30′--70,3
18,0FSa Pd 7,0034230-6,730,00-31°--31,2
18,4FSa Pd 10,5035345-10,220,00-33°--51,8
19,1FSa/MSa Pd/Ps 15,4040060-15,080,00-34° 30′--75,9

Equation (42) results, left side and right side_

side EQ. (42)Right side Eq.(42)
Pile 10,830,803
Pile 20,850,84
DOI: https://doi.org/10.2478/sgem-2024-0010 | Journal eISSN: 2083-831X | Journal ISSN: 0137-6365
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Language: English
Page range: 164 - 175
Published on: Jun 22, 2024
Published by: Wroclaw University of Science and Technology
In partnership with: Paradigm Publishing Services
Publication frequency: 4 issues per year
Keywords:
pile–soil interaction,
skin resistance, pile-bearing capacity,
load–settlement curve
Related subjects:
Geosciences,
Geosciences, other,
Materials sciences,
Composites,
Porous materials,
Physics,
Mechanics and fluid dynamics

© 2024 Paweł Siemaszko, published by Wroclaw University of Science and Technology
This work is licensed under the Creative Commons Attribution 4.0 License.

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