Foundation Treatment Assessment and Postconstruction Settlement Prediction of a Loess High Fill Embankment: A Case Study
Table 4
Plate load test results of loess before and after DC with different reinforcement methods.
Types of loess
I0
μ
d0 (m)
γ (kN/m3)
(kPa)
s (mm)
E0 (MPa)
Undisturbed loess
Q2
0.785
0.38
0.6
20.0
360–450
5.8–7.7
23.5
Q3(Zone-1)
0.785
0.35
0.8
18.5
87.5
11.8–13.2
3.9
Q3 (Zone-3)
0.785
0.35
0.8
18.8
120–135
10.7–11.5
6.5
Compacted loess
DC (2000 kN·m)
0.886
0.35
1.0
21.0
310–420
6.32–9.96
30.0
DC (3000 kN·m)
0.886
0.35
1.0
21.0
320–450
8.97–10.0
35.0
DC (6000 kN·m)
0.886
0.35
1.0
21.0
360–420
6.78–8.36
39.0
VC + DC (2000 kN·m)
0.886
0.35
1.0
21.0
350–360
9.69–10.0
28.0
VC + DC (3000 kN·m)
0.886
0.35
1.0
21.0
360–400
9.45–10.0
28.8
VSGP
0.785
0.35
0.5
23.0
336–500
9.2–10.0
13.2
PSCP
0.785
0.27
0.5
21.0
240–410
10.0–15.0
16.0
Note. I0 is the shape factor of the rigid bearing plate; μ is Poisson’s ratio of soil; d0 is the diameter or edge length of the rigid bearing plate; γ is the unit weight of soil; s is the settlement of the rigid bearing plate; is the bearing capacity value; E0 is the deformation modulus.
