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Table 4 E_,E” and m from test results ur? —~ur From equation (12), the parameter m is determined according to the unloading module Eu, as shown in Table 4.

Table 4 E_,E” and m from test results ur? —~ur From equation (12), the parameter m is determined according to the unloading module Eu, as shown in Table 4.

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Figure 1. Distribution of soft clay in Southeast Asia region and in HCMC [3] oft soil of HCMC is located in: Binh Thanh District, Can Gio District, District 6, District 7, District 4 and Binh ‘hanh District. Soft soils are highly compressive, with very low load capacity. One or more of the physical roperties, durability and deformation of the soil are within the following range: Void ratio e = [1.5+2.5]; Water ontent W > 65%; Water unit weight yw = [14+16] kN/m*; undrained shear strength Sy < 50 kPa; standard enetration test N30 < 4; cohesion intercept c < 10 kPa; Settlement ratio ai-2 > 5 m?/kKN; Deformation modulus E 5000 kPa.
Figure 1. Distribution of soft clay in Southeast Asia region and in HCMC [3] oft soil of HCMC is located in: Binh Thanh District, Can Gio District, District 6, District 7, District 4 and Binh ‘hanh District. Soft soils are highly compressive, with very low load capacity. One or more of the physical roperties, durability and deformation of the soil are within the following range: Void ratio e = [1.5+2.5]; Water ontent W > 65%; Water unit weight yw = [14+16] kN/m*; undrained shear strength Sy < 50 kPa; standard enetration test N30 < 4; cohesion intercept c < 10 kPa; Settlement ratio ai-2 > 5 m?/kKN; Deformation modulus E 5000 kPa.
Yield surface: With qa, Eso and Eu, are defined by formulas (4), (5), (6) and the notation y, for plastic stress. The HS model developed by Schanz et al. (1999) [5] is based on the classical elastic-plastic theory to simulate the resilient and flexible behavior of the soil. Its elasticity uses two stiffness modules, are the secant modulus Es9 and unloading-reloading stiffness E,,. Plasticizers follow the nonlinear flow rule and the directional re-orientation standard, to describe the relationship between stress and strain of the soil in a hyperbolic curve. Yield ocnrface:
Yield surface: With qa, Eso and Eu, are defined by formulas (4), (5), (6) and the notation y, for plastic stress. The HS model developed by Schanz et al. (1999) [5] is based on the classical elastic-plastic theory to simulate the resilient and flexible behavior of the soil. Its elasticity uses two stiffness modules, are the secant modulus Es9 and unloading-reloading stiffness E,,. Plasticizers follow the nonlinear flow rule and the directional re-orientation standard, to describe the relationship between stress and strain of the soil in a hyperbolic curve. Yield ocnrface:
Table 1. Physical characteristics of soft soils in HCMC To determine the parameter m, which depicts the dependence of the stiffness on the stress for soft soil in HCMC, the author carried out experiments on 12 clay samples at depths from 4 to 30m below the groundwater, with drained triaxial tests have unloaded and reloaded at the cell pressure level o'3 are 50, 100, 200 and 400 kPa. The samples is located in Binh Chanh District. Results of the analysis of mechanical properties are given in Table1. Talia I Dhesraranl ~hasearetartotins Al on axilla: te TIT KA!
Table 1. Physical characteristics of soft soils in HCMC To determine the parameter m, which depicts the dependence of the stiffness on the stress for soft soil in HCMC, the author carried out experiments on 12 clay samples at depths from 4 to 30m below the groundwater, with drained triaxial tests have unloaded and reloaded at the cell pressure level o'3 are 50, 100, 200 and 400 kPa. The samples is located in Binh Chanh District. Results of the analysis of mechanical properties are given in Table1. Talia I Dhesraranl ~hasearetartotins Al on axilla: te TIT KA!
Figure 2. Definition of Es and E,,- in drained triaxial test Equation (4), (5) defines Eso, E.,, and Eoea is defined by the following equation:
Figure 2. Definition of Es and E,,- in drained triaxial test Equation (4), (5) defines Eso, E.,, and Eoea is defined by the following equation:
Figure 8. The relationship (¢; — q) of sample No. 7,8,9 Figure 9. The relationship (¢; — ¢y) of sample No.7,8,9 The results of the experiment for the two clay layers are shown in Figure 4 to Figure 11 below:
Figure 8. The relationship (¢; — q) of sample No. 7,8,9 Figure 9. The relationship (¢; — ¢y) of sample No.7,8,9 The results of the experiment for the two clay layers are shown in Figure 4 to Figure 11 below:
Figure 10. The relationship (€; — q) of sample No.10,11,12 Figure 11. The relationship (¢1 — €,) of sample No.10,11,12
Figure 10. The relationship (€; — q) of sample No.10,11,12 Figure 11. The relationship (¢1 — €,) of sample No.10,11,12
Table 2. Shear strength parameters 2 To determine the power m from the drained triaxial compression test From the stress-strain diagram (q, €), we define c ', g' and the parameters as Table 2. With ( om ,7 ca ;) 1s deviatot
Table 2. Shear strength parameters 2 To determine the power m from the drained triaxial compression test From the stress-strain diagram (q, €), we define c ', g' and the parameters as Table 2. With ( om ,7 ca ;) 1s deviatot
Table 3. Modulus E;,, E® and m-parameter parameters from the triaxial compression test [he power m can be determined as Eso as shown in Table 3, with p"=100kPa.
Table 3. Modulus E;,, E® and m-parameter parameters from the triaxial compression test [he power m can be determined as Eso as shown in Table 3, with p"=100kPa.
From there, the value of parameter m determined from the triaxial compression test through the secant modulus Eso is as follows:
From there, the value of parameter m determined from the triaxial compression test through the secant modulus Eso is as follows:
Figure 13 The regression equation correlates between E,, / E’” and o,/ p™ shown in Figure 13, we have the following results:
Figure 13 The regression equation correlates between E,, / E’” and o,/ p™ shown in Figure 13, we have the following results:
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Civil EngineeringGeotechnical EngineeringMetro and Subway SystemsDeep Excavation
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