Fig. 1:
Chart of Nc factor normalized to undrained shear strength of clay.
Fig. 2:
The soil profile of the case study (From Ornek et al. [6]).
Fig. 3:
The characteristics of soil profile of case study (a) clay percentage, (b) moisture content and (c) undrained cohesion. (From Ornek et al. [6]).
Table 1:
The input data adopted for modeling of the case study.
| Property | Sign | State |
|---|---|---|
| Finite Element Model | HS | Hardening model |
| Behaviour of model | - | Drained |
| Modulus of Young | Eref50 | 10 MPa |
| Modulus of Oedometer (Auto. calculate) | Erefoed | 29.4 MPa |
| Modulus of Unloading (Default = 3 Eref50) | Erefur | 30 MPa |
| Cohesion | c | 70 kPa |
| Angle of Friction | Ø | 10° |
| Poisson’s Ratio | ŋ | 0.35 |
| Power of Exponential | m | 1 |
Fig. 4:
The results of vertical displacement & model geometry of the case study during loading.
Fig. 5:
The validation of finite element results for load-settlement ressponse.
Fig. 6:
Bearing ratio versus settlement ratio results of the case study and large-scale cases.
Fig. 7:
Variation of Nc factor with foundation width.
Table 2:
The input parameters adopted in the modeling of the four cases of soil cohesion.
| Property | Cu = 40 kPa | Cu = 70 kPa | Cu = 100 kPa | Cu = 200kPa |
|---|---|---|---|---|
| Modulus of Young | 6 MPa | 10 MPa | 15 MPa | 28 MPa |
| Modulus of Oedometer | 17.6 MPa | 29.4 MPa | 44.1 MPa | 82.3 MPa |
| Modulus of Unloading | 18 MPa | 30 MPa | 45 MPa | 84 MPa |
| Cohesion | 40 kPa | 70 kPa | 100 kPa | 200 kPa |
| Angle of Friction | 10° | 10° | 10° | 10° |
| Poisson’s Ratio | 0.35 | 0.35 | 0.3 | 0.3 |
| Power of Exponential | 1 | 1 | 1 | 1 |
Fig. 8:
Bearing pressure against settlement ratio curve with variation soil cohesion.
Fig. 9:
Bearing ratio against settlement ratio curve with variation of soil cohesion.
Table 3:
Characteristics of clayey soil used.
| Property | Magnitude | Specification |
|---|---|---|
| Liquid limit | 46 | ASTM-D4318-2010- [17] |
| Plastic limit | 24 | ASTM-D4318-2010- [17] |
| Plasticity index | 22 | ASTM-D4318-2010- [17] |
| Specific gravity | 2.71 | ASTM-D854-2010- [18] |
| Gravel (larger than 4.75 mm) | 0 % | ASTM-D422-2010- [19] |
| Sand (4.75mm to 0.075mm) | 5 % | ASTM-D422-2010- [19] |
| Silt (0.075 mm to 0.005mm) | 43 % | ASTM-D422-2010- [19] |
| Clay (less than 0.005 mm) | 52 % | ASTM-D422-2010- [19] |
Fig. 10:
Bearing ratio against settlement ratio curve for remolded soil cases.