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Title
Abstract
Figures
Introduction
Materials and Methods
Discription of the Case Study
Earth-Fill Dam Design Models
Results and Discussion
Conclusion
References
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Earth Sciences
Hydrology

Numerical Analysis of Seepage through Earth-Fill Dams

Profile image of Ahmed M . S . Al-JanabiAhmed M . S . Al-Janabi

2023, 4th International Conference on Architectural & Civil Engineering Sciences

https://doi.org/10.24086/ICACE2022/PAPER.871
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7 pages

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Abstract

Uncontrolled seepage through earth-fill dams may cause of dam failure. Seepage analysis, therefore, is an essential study required before construction for a safe and sustainable dam operation. In this study, numerical analysis of seepage through a theoretical case of an earth-fill dam was applied using SEEP/W program. Five different dam models, two with homogenous and three with zoned cross sections, have been studied. The study consists normal and maximum reservoir water levels, different drainage lengths and thicknesses, different percentages of permeability between shell and core. Total of 26 tests were conducted and the best model based on seepage behavior was chosen. Seepage analysis acknowledged that with availability of required soil quantity, the homogeneous model that has medium length of drainage with thickness of 0.5 m is the most appropriate model for the case study. Otherwise, zoned model with core at the centre with 1:0.5 (H:V) slope is recommended.

Figures (10)
For each zoned model, three deferent shell material values of permeability Kshell were considered. The values of shell material permeability were 10, 102 and 103 times of core material Kcore. Moreover, the analysis has considered two upstream water levels for each value, which are normal and maximum reservoir water levels.
For each zoned model, three deferent shell material values of permeability Kshell were considered. The values of shell material permeability were 10, 102 and 103 times of core material Kcore. Moreover, the analysis has considered two upstream water levels for each value, which are normal and maximum reservoir water levels.
B. Earth-fill Dam Design Models
B. Earth-fill Dam Design Models
Fig. 3. Seepage line, flow rate and contribution of total head for models (a) and (b) at different cases
Fig. 3. Seepage line, flow rate and contribution of total head for models (a) and (b) at different cases
SEEPAGE RATES OF HOMOGENOUS MODELS The values of seepage rates are presented in Table 3. It can been recognized that Model (a) has higher seepage flow rates and lower downstream cover in all cases comparing to Model (b). For both models, drainage with thickness of 0.5 m is adequate as the difference in seepage rate between the two thicknesses is insignificant. Three design models of Zoned dam were studied (see Figure 2c, d, e). Silty sand soil has been used for the core of the dam with permeability K =3.493E-06. For each model, three types of soil were used for shell with permeability of 10 times, 100 times, and 1000 times of core permeability.
SEEPAGE RATES OF HOMOGENOUS MODELS The values of seepage rates are presented in Table 3. It can been recognized that Model (a) has higher seepage flow rates and lower downstream cover in all cases comparing to Model (b). For both models, drainage with thickness of 0.5 m is adequate as the difference in seepage rate between the two thicknesses is insignificant. Three design models of Zoned dam were studied (see Figure 2c, d, e). Silty sand soil has been used for the core of the dam with permeability K =3.493E-06. For each model, three types of soil were used for shell with permeability of 10 times, 100 times, and 1000 times of core permeability.
Figure 4 shows the seepage lines, flow rates and contributions of total head for Model (c) at different cases. From the figure, the seepage line for all cases is within the core of the dam for NWL and MWL, even if K for shell is 1000 times K for the core. The seepage flow rates do not change very much when increase K of shell. Moreover, in Model (c), the cross sectional area of silty sand soil is 97.75 m2 and the volume of soil needed for core is then 97.75 m3 per meter length. This means that the reduction of cross sectional area is 129.5 m2 and the reduction of the volume is 129.5 m3 per meter length (from 227.25m2 to 97.75m2).
Figure 4 shows the seepage lines, flow rates and contributions of total head for Model (c) at different cases. From the figure, the seepage line for all cases is within the core of the dam for NWL and MWL, even if K for shell is 1000 times K for the core. The seepage flow rates do not change very much when increase K of shell. Moreover, in Model (c), the cross sectional area of silty sand soil is 97.75 m2 and the volume of soil needed for core is then 97.75 m3 per meter length. This means that the reduction of cross sectional area is 129.5 m2 and the reduction of the volume is 129.5 m3 per meter length (from 227.25m2 to 97.75m2).
Fig. 4. Seepage line, flow rate and contribution of total head for model (c) at different cases. Figure 5 shows the seepage lines, flow rates and contributions of total head for Model (d) at different cases. From the figure, the seepage line for all cases is within the core of the dam for NWL and MWL, even if K for shell is 1000 times K for core, and the seepage flow rates do not change very much when we increase Ks. In this model the cross sectional area of silty sand soil is 61.625 m2 and hence the volume of soil needed for core is 61.625 m3 per meter length. This means that the reduction of cross sectional area is 165.625 m2 and the reduction of the volume is 165.625 m3 per meter length (from 227.25m?2 to be 61.625 m2).
Fig. 4. Seepage line, flow rate and contribution of total head for model (c) at different cases. Figure 5 shows the seepage lines, flow rates and contributions of total head for Model (d) at different cases. From the figure, the seepage line for all cases is within the core of the dam for NWL and MWL, even if K for shell is 1000 times K for core, and the seepage flow rates do not change very much when we increase Ks. In this model the cross sectional area of silty sand soil is 61.625 m2 and hence the volume of soil needed for core is 61.625 m3 per meter length. This means that the reduction of cross sectional area is 165.625 m2 and the reduction of the volume is 165.625 m3 per meter length (from 227.25m?2 to be 61.625 m2).
Fig. 5. Seepage line, flow rate and contribution of total head for model (d) at different cases Figure 6 shows t he seepage lines, flow rates and contributions of total head for model (e) at different cases. From the figure, inclined core of seepage within the d rates increased slightly cross sectional area of volume of soil needed model is also sufficient to keep the line am's core for all cases. Seepage flow when Ks increased. In this model the silty sand soil is 43.56 m2 and the for core is 43.56 m3 per meter length. This means that the reduction of cross sectional area is 183.68 m2 and the reduction of the volume is 183.68 m3 per meter length (from 227.25m2 to be 43.56 m2).
Fig. 5. Seepage line, flow rate and contribution of total head for model (d) at different cases Figure 6 shows t he seepage lines, flow rates and contributions of total head for model (e) at different cases. From the figure, inclined core of seepage within the d rates increased slightly cross sectional area of volume of soil needed model is also sufficient to keep the line am's core for all cases. Seepage flow when Ks increased. In this model the silty sand soil is 43.56 m2 and the for core is 43.56 m3 per meter length. This means that the reduction of cross sectional area is 183.68 m2 and the reduction of the volume is 183.68 m3 per meter length (from 227.25m2 to be 43.56 m2).
Fig. 6. Seepage line, flow rate and contribution of total head for Model (e) at different cases. The values of seepage rates and required core material of Zoned dam models with different percentage of shell to core permeability (Kshell / Kcore) are presented in Table IV. It can be noticed that the model with inclined core (i.e. Model (e)) requires smallest volume of core, however, the rate of seepage is very high comparing with other models. Moreover, the rate of seepage for Model (d) is slightly higher than Model (c), while the difference in required volume of core is much less, so it is considered preferable.
Fig. 6. Seepage line, flow rate and contribution of total head for Model (e) at different cases. The values of seepage rates and required core material of Zoned dam models with different percentage of shell to core permeability (Kshell / Kcore) are presented in Table IV. It can be noticed that the model with inclined core (i.e. Model (e)) requires smallest volume of core, however, the rate of seepage is very high comparing with other models. Moreover, the rate of seepage for Model (d) is slightly higher than Model (c), while the difference in required volume of core is much less, so it is considered preferable.
TABLE IV Based on seepage analysis, if adequate quantity of low permeability soil is available, the homogeneous model with medium length of drainage is the ideal design model. The reason behind this preference is (1) sufficient downstream cover (2) lower seepage rate. Moreover, drainage with thickness of 0.5 m is adequate as the difference in seepage rate between the two thicknesses is insignificant. If adequate quantity of low permeability soil is not available, Zoned model with core in the centre of the dam and with 1:0.5 slopes would be the preferable model with reasonable seepage flow rate and required core material.
TABLE IV Based on seepage analysis, if adequate quantity of low permeability soil is available, the homogeneous model with medium length of drainage is the ideal design model. The reason behind this preference is (1) sufficient downstream cover (2) lower seepage rate. Moreover, drainage with thickness of 0.5 m is adequate as the difference in seepage rate between the two thicknesses is insignificant. If adequate quantity of low permeability soil is not available, Zoned model with core in the centre of the dam and with 1:0.5 slopes would be the preferable model with reasonable seepage flow rate and required core material.

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In an earth-fill dam, the effect of seepage has been studied by applying a finite element method using the SEEP2D program. This is in order to determine the quantity of seepage through the dam. The total head measurements, core permeability, and anisotropy ratio (kx/ky) (Case study: Khassa Chai Dam, Iraq) are taken as the main parameters. The effect of the different water heads of the reservoir were tested on the seepage. The results showed that any increase in the water heads caused an increase in seepage quantity. Also, it was found that the seepage rate decreases by about 8.7%, 13.2%, and 15.3% at levels of water 454, 471, and 485 m.a.s.l, respectively by changing the core permeability from 10-6 m/s to 10-7 m/s. It has been concluded that the clay core plays a significant role in decreasing the seepage quantity and existing gradient. The results of testing the effect of anisotropy ratio on seepage showed that an increase in (kx/ky) ratio leads to an increase in seepage quantity. ...

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SEEPAGE CHARACTERISTICS ANALYSIS THROUGH HOMOGENEOUS EARTH DAMS USING THEORETICAL MODEL OF SEEP/W PROGRAM
Mahmood Gazey Jassam

2020

Seepage is used to express water movement in soil whether the flow take place through saturated or unsaturated soils. The seepage through the soil depend on several factors, the most important of which is hydraulic conductivity. When the soil is saturated, the value of hydraulic conductivity is considered a constant for each type of soil but when the soil is unsaturated, it becomes variable. There are many important factors effect unsaturated seepage through earth dam such as method of prediction of soil water characteristic curve (SWCC) and curve fitting parameters. In this research, finite element method is used to analyze seepage characteristics through homogeneous earth dam in steady state condition; therefore, SEEP/W program is used to compute the quantity of seepage. The effect of head boubary condition, method of estimation of conductivity function, curve fitting parameter (a), residual water content on the quantity of seepage was studied. Al-Gaara dam in Iraq is used as a case study to analyze seepage through it in both steady state and transient condition throughout study the effect of change of dimensions of fine filter and construction the dam without fine filter on amount of seepage. Results showed that the value of seepage using Fredlund and Xing theory is larger than value when using van Gentian theory. The amount of seepage was found to increase with increasing value of parameter (a) and residual water content. Small effect on seepage was noted when reducing the high of fine filter and when construct the Al-Gaara dam without fine filter at different level of water in upstream.

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A Review on Analysis of Seepage in Zoned Earth Dams
Mahmoud M . Mostafa

2nd International Conference on Civil Engineering: Recent Applications and Future Challenges (ICCE2021), 2021

In the conditions of severe climatic changes that are sweeping the world now, causing many problems, of which high surface water levels, torrential rains and floods are among the most dangerous phenomena. Since dams are the most engineering and structural protection means that engineers resort to, to protect against these dangers in such circumstances, not to mention the other important uses of dams such as storing water for irrigation purposes, generating electricity, feeding the underground reservoir, or diverting flow paths for any engineering purpose. Dams are usually classified on the basis of several considerations, including solid dams of different types, and flexible dams. Flexible dams, which are sometimes called earth dams, are of a special nature as they consist mainly of loose materials of a special porous nature and different ratios of interspaces that allow water to pass through them and penetrate the dam body in different proportions, which, if not prevented or avoided, may lead to the collapse of the dam body. In the present study a numerical analysis of seepage through zoned earthen dams is introduced, as they are the most popular type of flexible dams, to clarify the behavior of the streamlines of the seepage water through the body of such type of dams with different types of used soil of filling materials. Decreasing the relative permeability coefficient between the inner and transition zones up to 0.001 caused a significant decrease in the different seepage properties, after that, the effect was minor.

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Computation of Seepage through a Non- Homogeneous Earth Dam by Using (SEEP/W) Software
Engr Imran Arshad, Rehamnia Issam

In this research paper, a seepage flow through a non-homogeneous earth dam at various hydraulic heads was computed by using finite element-based software (SEEP/W) and the simulated results were compared with the field observation respectively. The research work was executed on a Fontaine Gazelles dam, which is an embankment dam situated at about 35 km, northeast of Biskra province, Algeria. The outcome of the simulated results showed that the dam is safe against piping for all the scenarios, at its original design as the installation of a cutoff wall found working effectively in reducing internal pore water pressure within the dam and its foundation. The overall maximum and minimum seepage flow was recorded at the pond level 383m (5.04920 LPS) and 374m (2.100 LPS) respectively. The performance efficiency of the model was founded as 99.924%. The RMSE, MAE, and AMRE were found (0.0342015 LPS), (0.00511668 LPS), and 1.06667% respectively; which indicates that there was no major variation between observed and simulated seepage values.

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  • Hydrogeology
  • Water Resources engineering
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