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Published online 8 March 2006
Published in Vadose Zone J 5:283-295 (2006)
DOI: 10.2136/vzj2005.0044
© 2006 Soil Science Society of America
677 S. Segoe Rd., Madison, WI 53711 USA
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Right arrow Hillslope Analysis
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Effects of Soil Porosity on Slope Stability and Debris Flow Runout at a Weathered Granitic Hillslope

Muhammad Mukhlisina, Ken'ichirou Kosugib,*, Yoshifumi Satofukab and Takahisa Mizuyamab

a Dep. of Civil Engineering, Polytechnic Negeri Semarang, Indonesia
b Dep. of Forest Science, Graduate School of Agriculture, Kyoto Univ., Japan

Figure 1
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  		Fig. 1. Measured, averaged, and fitted C({psi}) curves for (a) surface and (b) subsurface soils. The fitted curve was used for Case 2. The blue line represents the C({psi}) curve when the average effective soil porosity (ESP) value is decreased by 50% (used for Case 1). The green line represents the C({psi}) curve when the average ESP value is increased by 50% (used for Case 3). Number of samples were 34 and 18 for surface and subsurface soils, respectively.

 

Figure 2
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  		Fig. 2. Measured, averaged, and fitted hydraulic conductivity curves for (a) the surface and (b) subsurface soils. Number of samples are 17 and 18 for surface and subsurface soils, respectively.

 

Figure 3
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  		Fig. 3. Geometry of the slope used for numerical analysis (average case with a soil depth of 100 cm and slope gradient of 40°).

 

Figure 4
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  		Fig. 4. Slope and channel systems for (a) debris flow travel distance simulation and (b) debris flow deposition extent simulation.

 

Figure 5
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  		Fig. 5. (a) Applied rainfall and computed discharge, computed (b) pore water pressure at the observation point, (c) safety factor, and (d) water content for Cases 1, 2, and 3. The numbers in each figure represent the numbers of cases. The observation point of pore water pressure is shown in Fig. 3. Black circles in Fig. 5 (c) and (d) indicate the times when Fs < 1.

 

Figure 6
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  		Fig. 6. (a) Applied small rainfall and computed discharge, computed (b) pore water pressure at the observation point and (c) safety factor for Cases 1, 2, and 3. The observation point of pore water pressure is shown in Fig. 3.

 

Figure 7
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  		Fig. 7. Distributions of (a) pore water pressure and (b) soil water content in the whole slope at slope failure initiation time. The sliding circle (purple line), groundwater table (black line), and equi-hydraulic potential lines (green lines) are shown in both (a) and (b). The interval of the equi-hydraulic potential lines is 100 cm.

 

Figure 8
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  		Fig. 8. Weight of solid particles and water in sliding circle at slope failure initiation time.

 

Figure 9
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  		Fig. 9. (a) Slope failure initiation time and (b) weight of solid particles and water in sliding circle at slope failure initiation time.

 

Figure 10
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  		Fig. 10. Simulation results on the travel distance of debris flow assuming the slope and channel system shown in Fig. 4a for (a) Case 1, (b) Case 2, and (c) Case 3 in Scenario 1. Each figure shows spread areas of the liquefied layer (cyan dots), saturated soil mass (blue dots), and unsaturated soil mass (black dots) at the time indicated by the number in each figure.

 

Figure 11
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  		Fig. 11. Simulation results on the extent deposition of debris flow assuming the slope and channel system shown in Fig. 4b for (a) Case 1, (b) Case 2, and (c) Case 3 in Scenario 1. Each figure shows the spread areas of the liquefied layer (cyan dots), saturated soil mass (blue dots), and unsaturated soil mass (black dots) at the time indicated by the number in each figure.

 




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