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The analysis performed in the SEEP/W program was applied to the design with a horizontal drainage length of 45 meters [29]. As in the Rocscience Slide analysis, the seepage analysis was performed, while the maximum water was assumed to be 27 m above the foundation level. The pore water pressure distribution in the downstream region of the dam was obtained (Figure 9) through the seepage analysis.

Figure 9 The analysis performed in the SEEP/W program was applied to the design with a horizontal drainage length of 45 meters [29]. As in the Rocscience Slide analysis, the seepage analysis was performed, while the maximum water was assumed to be 27 m above the foundation level. The pore water pressure distribution in the downstream region of the dam was obtained (Figure 9) through the seepage analysis.

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Figure | illustrates that the drains are divided into horizontal, triangular toe, chimney, and combined drain based on their location and geometry [8].
Figure | illustrates that the drains are divided into horizontal, triangular toe, chimney, and combined drain based on their location and geometry [8].
Table 1. Properties of materials used in seepage and stability analyses
Table 1. Properties of materials used in seepage and stability analyses
Figure 3. Simulation process of the study 2.3. Governing equation
Figure 3. Simulation process of the study 2.3. Governing equation
The upstream and downstream boundaries are defined as the water height behind the reservoir and the water height in the tail-water region. It should be noted that the boundary condition is assumed to be load-free since there is no water downstream of the dam.
The upstream and downstream boundaries are defined as the water height behind the reservoir and the water height in the tail-water region. It should be noted that the boundary condition is assumed to be load-free since there is no water downstream of the dam.
It is critical to evaluate the embankment body, upstream and downstream slope at the end of construction before analyzing the pore water pressures that may occur in seepage cases. Therefore, displacements that may occur on the downstream side of the drainage system were examined through FEM-based PLAXIS 2D software after the construction of the homogeneous earth-fill dam (Fig. 7 (28) The geological section was placed in the Rockscience Slide 6.0 software. Moreover, the stability analysis and the maximum and minimum pore water pressure values varying along the slip surface were calculated.
It is critical to evaluate the embankment body, upstream and downstream slope at the end of construction before analyzing the pore water pressures that may occur in seepage cases. Therefore, displacements that may occur on the downstream side of the drainage system were examined through FEM-based PLAXIS 2D software after the construction of the homogeneous earth-fill dam (Fig. 7 (28) The geological section was placed in the Rockscience Slide 6.0 software. Moreover, the stability analysis and the maximum and minimum pore water pressure values varying along the slip surface were calculated.
Table 2. The Pore water pressures and factor of safety for various lengths of the blanket drain. Figure 7 shows the pore water pressure variation along the slip surface beside the correlation between the horizontal drainage length and downstream stability. Considering the length variation of the horizontal drainage system, it was found that the drainage geometry affects the reduction of pore water pressure after 25-30 meters for both combinations.
Table 2. The Pore water pressures and factor of safety for various lengths of the blanket drain. Figure 7 shows the pore water pressure variation along the slip surface beside the correlation between the horizontal drainage length and downstream stability. Considering the length variation of the horizontal drainage system, it was found that the drainage geometry affects the reduction of pore water pressure after 25-30 meters for both combinations.
The results obtained showed that the lowest factor of safety belonged to the 15-meter horizontal drainage system. A linear correlation was observed between the horizontal increase in drainage lengths and the factor of safety. However, after a certain length (35-40-45 m), it was found that the factor of safety did not change much (Table 2). This might be rooted in the idea that exceeding the horizontal drainage length specified in the design at certain levels will not affect the safety of the dam.
The results obtained showed that the lowest factor of safety belonged to the 15-meter horizontal drainage system. A linear correlation was observed between the horizontal increase in drainage lengths and the factor of safety. However, after a certain length (35-40-45 m), it was found that the factor of safety did not change much (Table 2). This might be rooted in the idea that exceeding the horizontal drainage length specified in the design at certain levels will not affect the safety of the dam.
Table 3. Summary slope stability analysis results The data obtained from the SLIDE program was used in the analysis through the SEEP/W software with the design system of the maximum drainage length (45 m). SEEP/W software is a finite element program that can simulate groundwater flow in soils. Different materials and boundary conditions can be modeled two-dimensionally under saturated or unsaturated conditions for steady-state or transient analysis. It is widely used for groundwater flow modeling by several scholars.
Table 3. Summary slope stability analysis results The data obtained from the SLIDE program was used in the analysis through the SEEP/W software with the design system of the maximum drainage length (45 m). SEEP/W software is a finite element program that can simulate groundwater flow in soils. Different materials and boundary conditions can be modeled two-dimensionally under saturated or unsaturated conditions for steady-state or transient analysis. It is widely used for groundwater flow modeling by several scholars.
However, it cannot be asserted that increasing the length beyond 35 meters significantly affects pore water pressure. This might be rooted in the fact that the horizontal drain length should be increased in length to reduce pore water pressure, and the design length should be considered.
However, it cannot be asserted that increasing the length beyond 35 meters significantly affects pore water pressure. This might be rooted in the fact that the horizontal drain length should be increased in length to reduce pore water pressure, and the design length should be considered.
Figure 10 shows the variation of pore water pressure by the distance along the critical slip circle in the downstream slope. The graph shows that the pore water pressure is negative due to suction at the heel of the downstream slope, increasing towards the phreatic line. The critical sliding surface is zero when it intersects the phreatic line. The pore water pressure rises to the maximum ordinate of the slices from the phreatic line and begins to decrease towards the end of the downstream slope.
Figure 10 shows the variation of pore water pressure by the distance along the critical slip circle in the downstream slope. The graph shows that the pore water pressure is negative due to suction at the heel of the downstream slope, increasing towards the phreatic line. The critical sliding surface is zero when it intersects the phreatic line. The pore water pressure rises to the maximum ordinate of the slices from the phreatic line and begins to decrease towards the end of the downstream slope.
Figure 10. Pore-water pressure and distance for the 45-meter drainage system.
Figure 10. Pore-water pressure and distance for the 45-meter drainage system.
Related topics:
GeologyGeotechnical EngineeringPore Water Pressure
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