# A Mathematical Model for Forecasting the Dam-Break Flood Routing Process of a Landslide Dam

Authors: Fugang Xu; Hongwei Zhou; Jiawen Zhou; Xingguo Yang
Journal: Mathematical Problems in Engineering
 (2012)

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## Abstract

Once a landslide dam bursts, its reservoir discharges quickly in a flood which will cause catastrophic damage to life and property downstream. For a specific landslide dam, the peak flow rate and the evolution of downstream flood are influenced by the shape and size of the dike breach when dam-break occurs. According to the general nature of landslide dams and field observations of dike-breach development patterns, a dike-breach propagation mode has been determined. By combining an improved empirical equation with knowledge of the dike-breach propagation mode, a mathematical model for forecasting dam-break flood routing has been developed and is presented here. Sensitivity analysis was then carried out based on the computed results for peak flow rate and the flood evolution curve under different parameters. The computed results showed that the width coefficient and the depth coefficient had similar effects on the dam-break flood but that the impact of the depth coefficient was more significant than that of the width coefficient. Finally, the proposed model was used to calculate the flood evolution for the Tangjiashan landslide dam. The computed results showed that the error between the simulated result and the measured data was less than 5%.


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## Body

## 1.  Introduction

When a dam is breached or destroyed, a large amount of water is released suddenly in a flood wave which is likely to cause catastrophic damage to life and property downstream and to exert a detrimental influence on the downstream ecology and environment [1]. Since 1954, approximately 2900 dam-break events have occurred in China (meaning that the proportion of dams breaking during this period was approximately 3.4%), with more than 710 events in the 1960s and more than 1900 events after 1970. With the increasing number of natural landslide dams and manmade dams, preventing dam-break events has become a substantial challenge for engineers and governments [2]. In August 1975, two large dam-break events (at Banqiao and at Shimantan) took place in Henan province. These were typical dam-break events and caused huge losses of life and property. Over the same period, the major typical dam-break accidents outside China were the Teton dam-break (an earth dam) in the United States and the failure of the Malpasset arch dam in France, which also caused many casualties and large property losses.A landslide dam is a special kind of natural dam generated by geological hazards such as rock falls, debris flows, debris avalanches, or other landslide events [3, 4]. The dam-break process for a landslide dam is more complicated than for artificial earth-rock dams, and there exists now no reasonable explanation for its dam-break mechanism [5]. The failure processes of a landslide dam are gradual, may destroy the dam over a short time, and sometimes are manifested as an instant break [6]. Computing dam-break floods is a key issue for understanding and preventing breaks of landslide dams. Empirical models usually consider a series of parameters (such as the particle size of the dam material, the internal friction angle, the porosity, and the depth-to-width ratio of the dike breach), which are used to simulate the dam-break flood routing process. Dam-break flood evolution involves various direct factors which determine the severity of a disaster. Computational methods for downstream flood evolution include one-dimensional models, two-dimensional models, and generalized empirical equation methods [7]. The dam-break flood routing process is related to the form of the dam-break, the maximum flow rate, the inflow, and the downstream water level, but the computation of the dam-break flood routing process is a difficult problem. Many researchers have studied this problem extensively and have achieved a number of advances. Many physical and mathematical models have been presented to compute dam-break floods; the most representative are the BEED model [8], the BREECH model [8], and the DAMBRK model [9]. In addition, many empirical equations have been proposed for forecasting peak flow at a dam site, such as the Saint-Venant equation, the Ritter equation, the Stocker equation, the Thakar equation, and the Shockley equation [10]. The accuracy of the simulated results for dam-break flooding is influenced by the shape of the dike breach and the upstream water flow.A trapezoidal dike breach is assumed here to compute the dam-break flood for a landslide dam; three important parameters are defined, the width coefficientk1, the depth coefficient k2, and the inclination of the dike breach z. By combining these with an empirical equation, a mathematical model for forecasting dam-break flood has been developed and is presented here. A sensitivity analysis was carried out involving the peak flow rate, the downstream flood evolution, the width coefficient k1, the depth coefficient k2, and the dike breach inclination z. Finally, this model has been used to simulate the dam-break flood of the Tangjiashan landslide dam, which released the largest landslide-dam lake in China, which had been created by the May 12 Wenchuan earthquake.


## 2.  Forecasting Model for Dam-Break Floods

When a dam is breached, the water behind it is released at high speed under gravity, and water flows continually through the dam body, which continually increases the dike breach until the water level has been substantially decreased or until the dam can resist further water erosion [11]. The reservoir water passing through the breach results in a large flow routing towards downstream areas. If the maximum flow rate is more than a certain value, the dam-break flood will cause a large disaster for life and property downstream. Figure 1 shows a schematic diagram of the dam-break flood problem.Figure 1
Schematic diagram of the dam-break flood problem.As shown in Figure1, after the dam has breached, the reservoir water will rush downstream. The key issues are the peak flow rate downstream, the water flow process at the dam site, and the flood routing process downstream.


### 2.1. Assumptions Regarding Dike Breach

In the simulation of the dam-break flood process, the simulated results are influenced by the shape and the progressive expansion process of the dike breach. The classic models for dike-breach simulation are the HW model [12], the Nogueira model [13], the BREACH model, and the BEED model. Each model is based on different assumptions for the dike-breach shape; for example, the HW model assumes that the dike breach is a trapezoid, while the BEED model assumes a rectangular dike breach. The shape of real dike breaches has been observed to be trapezoidal, which is in accordance with the characteristics of flow erosion. This research assumes a trapezoidal dam breach. Figure 2 shows the assumed shape of the dike breach.Figure 2
Assumed shape of dike breach.As shown in Figure2, the dike-breach shape depends mainly on three parameters: the breach depth h, the breach bottom width b, and the breach inclination z. The relation of the breach bottom width b and the top width B0 is as follows: b=B0-2hz. The relationships of dike-breach width and depth and landslide-dam width and height can be expressed as
(2.1)B0=k1B,h=k2H,
where B is the width of the landslide dam, B0 is the top width of the dike breach, k1 is the width coefficient, H is the height of the landslide dam, h is the depth of the dike breach, and k2 is the depth coefficient. Parameters k1 and k2 are less than 1.0; when k1=1.0, k2=1.0, the dike breach is the same size as the landslide dam. Then, the bottom width of the dike breach can be expressed as
(2.2)b=k1B-2k2Hz.The shape of the dike breach depends on the geometric parameters described above; rectangular and triangular shapes can be regarded as special cases of a trapezoid. For a rectangular dike breach,b>0 and z=0; for a triangular dike breach, b=0 and z>0; for a trapezoidal dike breach, b>0 and z>0. Here, it is assumed that the breach inclination parameter z has a fixed value and that the bottom width and depth vary according to a linear relationship.


### 2.2.  Peak Flow

Based on different assumptions, existing forecasting models (such as the Saint-Venant equation or the Ritter equation) for peak flow mostly consider breaches involving one-half or one-third of the dam or else the entire dam. However, if the dam-break occurs in one part of the landslide dam, and, if the shape of the dike breach is a trapezoid, then the size of the dike breach will vary according to the mechanical characteristics of the landslide dam and the water flow properties upstream. Here, an empirical equation used by American waterways experimental stations was used to compute the peak flow rate of dam-break floods and to make some modifications to this equation. The coefficientλ refers to the Xierenzhi unified equation [14] and accounts for the impact of the width, depth, and inclination of the dike breach:
(2.3)Qmax⁡=λk10.72k21.22BgH3/2,
where Qmax is the maximum flow rate at the dam site, m3/s; B is the length of the dam, m; H is the water depth upstream before the dam-break, m;k1 is a width coefficient; k2 is a depth coefficient; g is the acceleration of gravity, 9.8 m/s2; m is a cross-sectional shape index which can be computed as follows:
(2.4)m=log⁡((bh+h2z)/(b+z))log⁡h=log⁡((k1k2BH)/(k1B-(k2H-1)z))log⁡k2H.
The parameter λ can then be calculated as [14]:
(2.5)λ=mm-1[2m1+2m]2m+1.Here, the dike flow is assumed as a continuous wave flow. Assuming a fixed reservoir, if the water depth upstream of the landslide dam before the dam-break isH and the total width is B (these two parameters can be obtained by field observation; here assumed values are used), then
(2.6)a=BgH1.5.
Then, (2.3) can be rewritten as follows:
(2.7)Qmax⁡=λk10.72k21.22a.
The value of Qmax is related to the width coefficient k1, depth coefficient k2, and inclination z.


### 2.3. Flow Process at the Dam Site

For calculating the flow process at the dam site, there are two kinds of methods in general. One type begins with a complete equation combined with flow conditions at the dam site. A theoretical solution or a partial theoretical solution for the flow process at the dam site is obtained based on the mathematical theory of partial differential equations and ordinary differential equations, which is then used to compute the water flow curve at the dam site. This method considers the various factors in a comprehensive manner, but the calculations are very complex, which makes this method hard to use in practice. A second type of method performs the computations based on a generalized typical flow process curve. In practice, a fourth-order parabolic equation is often used to compute the flow process at the dam site. Figure3 shows the flow process curve at the dam site based on a fourth-order parabolic equation.Figure 3
Flow process curve at the dam site based on a fourth-order parabolic equation.In Figure3, Q is the initial water flow at the dam site, t is the flow time, Q0 is the steady-state water flow after a long time, and the water flow at the dam site decreases over time. By examination of field measurements and existing research, it was determined that a fourth-order parabolic equation is well suited to simulate the flow process curve at the dam site and that an approximate expression for the flow curve is the following:
(2.8)Q-Q0=k(t-T)4+c,
where T is an uncertain time parameter, c is a constant of water flow, and k is an unknown parameter to be determined.The water flow process at the dam must satisfy the following assumptions:(2.9)Q=Qmax,t=0,Q=Q0,t=T,∫0TQdt=W,
where W is the reservoir capacity of the landslide-dammed lake.According to (2.8), combined with the boundary condition in (2.9), the unknown parameters T and k can be obtained as follows:
(2.10)T=5WQmax+4Q0,k=Qmax⁡-Q0T4.Equation (2.8) can then be rewritten as follows:
(2.11)Q=(Qmax⁡-Q0)(tT-1)4+Q0.If the maximum flow rate is known to beQmax, the discharge flow before the dam-break is Q0, and the reservoir capacity of the dammed lake is W, then the flow process at the dam site can be determined. In practice, Q0 is much smaller than Qmax. Here, Q0 was assumed to be zero to simplify the computations, yielding
(2.12)Q=Qmax⁡(Qmax⁡5Wt-1)4.As shown in (2.12), the water flow Q decreases over time when Qmax is a fixed value. Combining (2.12) with (2.7),
(2.13)Q=λk10.72k21.22a(λk10.72k21.22a5Wt-1)4.
As shown in (2.13), the water flow Q at the dam site is indirectly influenced by the width coefficient k1, the depth coefficient k2, and the inclination z.


### 2.4.  Flood Routing Process at the Downstream

The flood routing process downstream can be computed by a one-dimensional model or a two-dimensional model [7], but the calculations are very complex; if a typical generalized empirical equation is used, the calculations are simplified, and computation speed is increased. Among several empirical equations for the flood routing process, the Xierenzhi equation was used in this research to compute the downstream flood routing process because it is well suited for the landslide dam at mountain river and also considers channel characteristics [14]:
(2.14)Qmx=Qmax⁡(11+((2-γ)λ′n2-γQm02-γ/i0(2-0.5γ)W2)x)1/2-γ.By combining this equation with the flow process at the dam site, the parameters of (2.14) can be obtained:
(2.15)γ=0.33m+0.67,λ′=1.32Arm(0.33-0.67γ)γ(m+1)2,A=(k1B-z)Hm,
where A and m are, respectively, the coefficient and the index of the river section;Qmax is the maximum flow at the dam site; Qmax  is the maximum flow at a point at a distance x downstream of the dam site; W is the reservoir storage capacity; i0 is the slope of the river channel; n is the Manning roughness coefficient.


## 2.1. Assumptions Regarding Dike Breach

In the simulation of the dam-break flood process, the simulated results are influenced by the shape and the progressive expansion process of the dike breach. The classic models for dike-breach simulation are the HW model [12], the Nogueira model [13], the BREACH model, and the BEED model. Each model is based on different assumptions for the dike-breach shape; for example, the HW model assumes that the dike breach is a trapezoid, while the BEED model assumes a rectangular dike breach. The shape of real dike breaches has been observed to be trapezoidal, which is in accordance with the characteristics of flow erosion. This research assumes a trapezoidal dam breach. Figure 2 shows the assumed shape of the dike breach.Figure 2
Assumed shape of dike breach.As shown in Figure2, the dike-breach shape depends mainly on three parameters: the breach depth h, the breach bottom width b, and the breach inclination z. The relation of the breach bottom width b and the top width B0 is as follows: b=B0-2hz. The relationships of dike-breach width and depth and landslide-dam width and height can be expressed as
(2.1)B0=k1B,h=k2H,
where B is the width of the landslide dam, B0 is the top width of the dike breach, k1 is the width coefficient, H is the height of the landslide dam, h is the depth of the dike breach, and k2 is the depth coefficient. Parameters k1 and k2 are less than 1.0; when k1=1.0, k2=1.0, the dike breach is the same size as the landslide dam. Then, the bottom width of the dike breach can be expressed as
(2.2)b=k1B-2k2Hz.The shape of the dike breach depends on the geometric parameters described above; rectangular and triangular shapes can be regarded as special cases of a trapezoid. For a rectangular dike breach,b>0 and z=0; for a triangular dike breach, b=0 and z>0; for a trapezoidal dike breach, b>0 and z>0. Here, it is assumed that the breach inclination parameter z has a fixed value and that the bottom width and depth vary according to a linear relationship.


## 2.2.  Peak Flow

Based on different assumptions, existing forecasting models (such as the Saint-Venant equation or the Ritter equation) for peak flow mostly consider breaches involving one-half or one-third of the dam or else the entire dam. However, if the dam-break occurs in one part of the landslide dam, and, if the shape of the dike breach is a trapezoid, then the size of the dike breach will vary according to the mechanical characteristics of the landslide dam and the water flow properties upstream. Here, an empirical equation used by American waterways experimental stations was used to compute the peak flow rate of dam-break floods and to make some modifications to this equation. The coefficientλ refers to the Xierenzhi unified equation [14] and accounts for the impact of the width, depth, and inclination of the dike breach:
(2.3)Qmax⁡=λk10.72k21.22BgH3/2,
where Qmax is the maximum flow rate at the dam site, m3/s; B is the length of the dam, m; H is the water depth upstream before the dam-break, m;k1 is a width coefficient; k2 is a depth coefficient; g is the acceleration of gravity, 9.8 m/s2; m is a cross-sectional shape index which can be computed as follows:
(2.4)m=log⁡((bh+h2z)/(b+z))log⁡h=log⁡((k1k2BH)/(k1B-(k2H-1)z))log⁡k2H.
The parameter λ can then be calculated as [14]:
(2.5)λ=mm-1[2m1+2m]2m+1.Here, the dike flow is assumed as a continuous wave flow. Assuming a fixed reservoir, if the water depth upstream of the landslide dam before the dam-break isH and the total width is B (these two parameters can be obtained by field observation; here assumed values are used), then
(2.6)a=BgH1.5.
Then, (2.3) can be rewritten as follows:
(2.7)Qmax⁡=λk10.72k21.22a.
The value of Qmax is related to the width coefficient k1, depth coefficient k2, and inclination z.


## 2.3. Flow Process at the Dam Site

For calculating the flow process at the dam site, there are two kinds of methods in general. One type begins with a complete equation combined with flow conditions at the dam site. A theoretical solution or a partial theoretical solution for the flow process at the dam site is obtained based on the mathematical theory of partial differential equations and ordinary differential equations, which is then used to compute the water flow curve at the dam site. This method considers the various factors in a comprehensive manner, but the calculations are very complex, which makes this method hard to use in practice. A second type of method performs the computations based on a generalized typical flow process curve. In practice, a fourth-order parabolic equation is often used to compute the flow process at the dam site. Figure3 shows the flow process curve at the dam site based on a fourth-order parabolic equation.Figure 3
Flow process curve at the dam site based on a fourth-order parabolic equation.In Figure3, Q is the initial water flow at the dam site, t is the flow time, Q0 is the steady-state water flow after a long time, and the water flow at the dam site decreases over time. By examination of field measurements and existing research, it was determined that a fourth-order parabolic equation is well suited to simulate the flow process curve at the dam site and that an approximate expression for the flow curve is the following:
(2.8)Q-Q0=k(t-T)4+c,
where T is an uncertain time parameter, c is a constant of water flow, and k is an unknown parameter to be determined.The water flow process at the dam must satisfy the following assumptions:(2.9)Q=Qmax,t=0,Q=Q0,t=T,∫0TQdt=W,
where W is the reservoir capacity of the landslide-dammed lake.According to (2.8), combined with the boundary condition in (2.9), the unknown parameters T and k can be obtained as follows:
(2.10)T=5WQmax+4Q0,k=Qmax⁡-Q0T4.Equation (2.8) can then be rewritten as follows:
(2.11)Q=(Qmax⁡-Q0)(tT-1)4+Q0.If the maximum flow rate is known to beQmax, the discharge flow before the dam-break is Q0, and the reservoir capacity of the dammed lake is W, then the flow process at the dam site can be determined. In practice, Q0 is much smaller than Qmax. Here, Q0 was assumed to be zero to simplify the computations, yielding
(2.12)Q=Qmax⁡(Qmax⁡5Wt-1)4.As shown in (2.12), the water flow Q decreases over time when Qmax is a fixed value. Combining (2.12) with (2.7),
(2.13)Q=λk10.72k21.22a(λk10.72k21.22a5Wt-1)4.
As shown in (2.13), the water flow Q at the dam site is indirectly influenced by the width coefficient k1, the depth coefficient k2, and the inclination z.


## 2.4.  Flood Routing Process at the Downstream

The flood routing process downstream can be computed by a one-dimensional model or a two-dimensional model [7], but the calculations are very complex; if a typical generalized empirical equation is used, the calculations are simplified, and computation speed is increased. Among several empirical equations for the flood routing process, the Xierenzhi equation was used in this research to compute the downstream flood routing process because it is well suited for the landslide dam at mountain river and also considers channel characteristics [14]:
(2.14)Qmx=Qmax⁡(11+((2-γ)λ′n2-γQm02-γ/i0(2-0.5γ)W2)x)1/2-γ.By combining this equation with the flow process at the dam site, the parameters of (2.14) can be obtained:
(2.15)γ=0.33m+0.67,λ′=1.32Arm(0.33-0.67γ)γ(m+1)2,A=(k1B-z)Hm,
where A and m are, respectively, the coefficient and the index of the river section;Qmax is the maximum flow at the dam site; Qmax  is the maximum flow at a point at a distance x downstream of the dam site; W is the reservoir storage capacity; i0 is the slope of the river channel; n is the Manning roughness coefficient.


## 3. Sensitivity Analyses of the Model Parameters

In the simulation of the dam-break flood process, the flow discharge through the dike breach and the flood evolution downstream are influenced by the parameters of the mathematical model. This paper considers mainly the influence of breach shape, which includes the width coefficientk1, the depth coefficient k2, and the breach inclination z. With different values of the width coefficient k1, depth coefficient k2, and breach inclination z, the shape and size of the dike breach vary, taking on forms such as a triangle, a rectangle, or a trapezoid. Through sensitivity analysis of the mathematical model parameters, the influence of each parameter on the maximum flow downstream and the maximum flow at the dam site can be determined. With this information, the risk and impact of a dam-break flood disaster can be evaluated.


### 3.1.  Model Parameters

The selection of model parameters is based on the actual situation of the Tangjiashan landslide-dammed lake. The size and shape of the dike breach, the water level behind the landslide dam, and the slope and roughness of the river channel are considered for the sensitivity analysis. Certain basic parameters were set based on field investigation and hydrogeological data. For the breach inclinationz, in reference to the actual situation of the dike breach at the Tangjiashan landslide dam, the value z=tan(45°+ψ/2) was chosen, where ψ is the internal friction angle of the dam materials.For a typical landslide dam, the water reservoir capacity of the landslide-dammed lake isW, the water depth behind the dam is H0, and the distance of one point far away from the dam site is L. These are fixed values which can be obtained from hydrogeological data. However, the width coefficient k1, the depth coefficient k2, and the breach inclination z are not known. Take the Tangjiashan dammed lake as an example to select the model parameters. Given the materials composition and the form factor of the landslide dam, and in particular its current stability status, the internal friction angle ψ of the dam material is 26°, so that the breach inclination z is equal to 1.60. Given that the water depth behind the Tangjiashan landslide dam is 82.65 m, the slope of the downstream channel is i0=2.5%, and the river roughness n is between 0.035 and 0.050 and taking into account the actual condition of the soil at the Tangjiashan landslide dam, a value of n=0.050, the maximum value of river roughness, was chosen for this analysis.


### 3.2. Sensitivity Analysis Results

The proposed mathematical model for forecasting the dam-break flood routing process of a landslide dam was implemented using the FORTRAN programming language. The discharge flow at the dam site and the flow evolution process downstream were computed under different values of the width coefficientk1 and depth coefficient k2. Figure 4 shows the simulated results of peak flow downstream under different values of width coefficient k1 and depth coefficient k2.Figure 4
Simulated results of peak flow downstream under different values of width coefficientk1 and depth coefficient k2.As shown in Figure4, when the width coefficient k1 is fixed, the maximum flow Qmax increases with increasing values of the depth coefficient k2. When the depth coefficient k2 is fixed, the maximum flow Qmax increases with increasing values of the width coefficient k1. Comparing the maximum flow increase with the width coefficient k1 and that with the depth coefficient k2, the maximum flow through the dam-break was found to be influenced more significantly by the depth coefficient k2 than by the width coefficient k1. The discharge water flow depends on the area of the dike breach, according to practical experience with landslide dams; the area of the dike breach is usually very small, and therefore the discharge water flow is less than the water flow upstream. However, the size of the dike breach increases because the rock and soil particles are eroded by the high-speed water flow.Figure5 shows the simulated results of water flow at the dam site over time under different values of the width coefficient k1, with the depth coefficient k2 held constant at 0.5. Figure 6 shows the simulated results of water flow at the dam site over time under different values of the depth coefficient k2, with the width coefficient k1 held constant at 0.5.Figure 5
Simulated results of water flow at the dam site over time under different values of the width coefficientk1 (with the depth coefficient k2 held constant at 0.5).Figure 6
Simulated results of water flow at the dam site over time under different values of the depth coefficientk2 (with the width coefficient k1 held constant at 0.5).As shown in Figures5 and 6, at the dam site, the water flow increases with the width coefficient k1 when the depth coefficient k2 is held constant; when the width coefficient k1 is held constant, larger values of the depth coefficient k2 are associated with larger flows. The influence of the depth coefficient k2 on the water flow at the dam site is more significant than that of the width coefficient k1. The water flow at the dam site decreases over time and then maintains a constant flow with a certain width coefficient and depth coefficient. The total time to discharge the reservoir water capacity depends on the area of the dike breach. Therefore, a large-area dike breach can be used to discharge the reservoir water capacity as an emergency measure for a landslide-dammed lake.Figure7 shows, for depth coefficient k2=0.5, the corresponding flood routing curves for different width coefficients k1; Figure 8 shows, for width coefficient k1=0.5, the corresponding flood routing curves for different depth coefficient k2.Figure 7
Simulated results of the flow routing process along the downstream river channel under different values of the width coefficientk1 (with the depth coefficient k2 held constant at 0.5).Figure 8
Simulated results of the flow routing process along the downstream river channel under different values of the depth coefficientk2 (with the width coefficient k1 held constant at 0.5).As shown in Figures7 and 8, for a given section of downstream river channel, the water flow increases as the width coefficient k1 increases, with the depth coefficient k2 held constant. When the width coefficient k1 is held constant, the larger the depth coefficient k2, the larger is the water flow. The water flow in a given section of downstream river channel is influenced more by the depth coefficient k2 than by the width coefficient k1. The water flow decreases with increasing distance between a particular flow section downstream and the dam site. The dam-break flow routing process is influenced by the shape of the dike breach, especially for flow sections close to the dam site, where the influence is significant, but if the given flow section is far away from the dam site, the influence on water flow value of the dike-breach shape is not significant.This sensitivity analysis of the parameters of the presented model for the dam-break flood routing process of a landslide dam has shown that the flood discharge at the dam site and the flood evolution downstream are significantly influenced by the shape of the dike breach and especially by the depth coefficientk2.


## 3.1.  Model Parameters

The selection of model parameters is based on the actual situation of the Tangjiashan landslide-dammed lake. The size and shape of the dike breach, the water level behind the landslide dam, and the slope and roughness of the river channel are considered for the sensitivity analysis. Certain basic parameters were set based on field investigation and hydrogeological data. For the breach inclinationz, in reference to the actual situation of the dike breach at the Tangjiashan landslide dam, the value z=tan(45°+ψ/2) was chosen, where ψ is the internal friction angle of the dam materials.For a typical landslide dam, the water reservoir capacity of the landslide-dammed lake isW, the water depth behind the dam is H0, and the distance of one point far away from the dam site is L. These are fixed values which can be obtained from hydrogeological data. However, the width coefficient k1, the depth coefficient k2, and the breach inclination z are not known. Take the Tangjiashan dammed lake as an example to select the model parameters. Given the materials composition and the form factor of the landslide dam, and in particular its current stability status, the internal friction angle ψ of the dam material is 26°, so that the breach inclination z is equal to 1.60. Given that the water depth behind the Tangjiashan landslide dam is 82.65 m, the slope of the downstream channel is i0=2.5%, and the river roughness n is between 0.035 and 0.050 and taking into account the actual condition of the soil at the Tangjiashan landslide dam, a value of n=0.050, the maximum value of river roughness, was chosen for this analysis.


## 3.2. Sensitivity Analysis Results

The proposed mathematical model for forecasting the dam-break flood routing process of a landslide dam was implemented using the FORTRAN programming language. The discharge flow at the dam site and the flow evolution process downstream were computed under different values of the width coefficientk1 and depth coefficient k2. Figure 4 shows the simulated results of peak flow downstream under different values of width coefficient k1 and depth coefficient k2.Figure 4
Simulated results of peak flow downstream under different values of width coefficientk1 and depth coefficient k2.As shown in Figure4, when the width coefficient k1 is fixed, the maximum flow Qmax increases with increasing values of the depth coefficient k2. When the depth coefficient k2 is fixed, the maximum flow Qmax increases with increasing values of the width coefficient k1. Comparing the maximum flow increase with the width coefficient k1 and that with the depth coefficient k2, the maximum flow through the dam-break was found to be influenced more significantly by the depth coefficient k2 than by the width coefficient k1. The discharge water flow depends on the area of the dike breach, according to practical experience with landslide dams; the area of the dike breach is usually very small, and therefore the discharge water flow is less than the water flow upstream. However, the size of the dike breach increases because the rock and soil particles are eroded by the high-speed water flow.Figure5 shows the simulated results of water flow at the dam site over time under different values of the width coefficient k1, with the depth coefficient k2 held constant at 0.5. Figure 6 shows the simulated results of water flow at the dam site over time under different values of the depth coefficient k2, with the width coefficient k1 held constant at 0.5.Figure 5
Simulated results of water flow at the dam site over time under different values of the width coefficientk1 (with the depth coefficient k2 held constant at 0.5).Figure 6
Simulated results of water flow at the dam site over time under different values of the depth coefficientk2 (with the width coefficient k1 held constant at 0.5).As shown in Figures5 and 6, at the dam site, the water flow increases with the width coefficient k1 when the depth coefficient k2 is held constant; when the width coefficient k1 is held constant, larger values of the depth coefficient k2 are associated with larger flows. The influence of the depth coefficient k2 on the water flow at the dam site is more significant than that of the width coefficient k1. The water flow at the dam site decreases over time and then maintains a constant flow with a certain width coefficient and depth coefficient. The total time to discharge the reservoir water capacity depends on the area of the dike breach. Therefore, a large-area dike breach can be used to discharge the reservoir water capacity as an emergency measure for a landslide-dammed lake.Figure7 shows, for depth coefficient k2=0.5, the corresponding flood routing curves for different width coefficients k1; Figure 8 shows, for width coefficient k1=0.5, the corresponding flood routing curves for different depth coefficient k2.Figure 7
Simulated results of the flow routing process along the downstream river channel under different values of the width coefficientk1 (with the depth coefficient k2 held constant at 0.5).Figure 8
Simulated results of the flow routing process along the downstream river channel under different values of the depth coefficientk2 (with the width coefficient k1 held constant at 0.5).As shown in Figures7 and 8, for a given section of downstream river channel, the water flow increases as the width coefficient k1 increases, with the depth coefficient k2 held constant. When the width coefficient k1 is held constant, the larger the depth coefficient k2, the larger is the water flow. The water flow in a given section of downstream river channel is influenced more by the depth coefficient k2 than by the width coefficient k1. The water flow decreases with increasing distance between a particular flow section downstream and the dam site. The dam-break flow routing process is influenced by the shape of the dike breach, especially for flow sections close to the dam site, where the influence is significant, but if the given flow section is far away from the dam site, the influence on water flow value of the dike-breach shape is not significant.This sensitivity analysis of the parameters of the presented model for the dam-break flood routing process of a landslide dam has shown that the flood discharge at the dam site and the flood evolution downstream are significantly influenced by the shape of the dike breach and especially by the depth coefficientk2.


## 4. Simulation of the Dam-Break Flood of the Tangjiashan Landslide Dam

### 4.1. Engineering Background

The Tangjiashan dammed lake is the biggest of the landslide-dammed lakes triggered by the May 12 Wenchuan earthquake, Sichuan Province, Southwest China [15]. The dam is located in Beichuan County and is mainly composed of soil, with some rock blocks. The water reservoir capacity of the Tangjiashan dammed lake was approximately 315 × 108 m3, the length was approximately 803.4 m, the width was approximately 611.8 m, and the depth was approximately 100 m [16]. Figure 9 shows an onsite photo of the Tangjiashan dammed lake. The largest water depth behind the dam was approximately 82.65 m. Soon after the landslide-dammed lake formed, the rainy season arrived, and therefore the water level and the reservoir capacity increased over a short time. On June 10, 2008, the highest water level was approximately 743.10 m, the corresponding water reservoir capacity was approximately 244.62 × 108 m3, and the landslide dam was in a dangerous state. If the Tangjiashan landslide dam were to burst, the dam-break flood would cause a huge disaster for people and property downstream.Figure 9
Onsite photo of the Tangjiashan landslide-dammed lake.Figure10 shows the relationship between the water level and the reservoir capacity of the Tangjiashan landslide-dammed lake.Figure 10
Relationship between water level and reservoir capacity of the Tangjiashan landslide-dammed lake.As shown in Figure10, when the water level in front of the landslide dam increased over a short time and then maintained the higher water level, the water pressure created a risk to the stability of the landslide dam. If the water flow in the rainy season were large, the water would overtop the dam and the landslide dam would be destroyed, causing huge floods downstream. Figure 11 shows the results of monitoring the water inflow to the Tangjiashan landslide-dammed lake upstream.Figure 11
Results of monitoring the water inflow to the Tangjiashan landslide-dammed lake upstream.As shown in Figure11, the water inflow to the Tangjiashan landslide-dammed lake was very large between May 12, 2008 and June 10, 2008. The average water inflow was approximately 100 m3/s, and the maximum water inflow, approximately 175 m3/s, occurred on May 20, 2008.


### 4.2. Water Flow Process after the Excavation of a Diversion Channel

The water level behind the Tangjiashan landslide dam increased over a short time; to reduce the risk to the Tangjiashan dammed lake, an emergency man-made excavated dike breach was used to discharge the water flow. The length of the diversion channel was 670 m, the height was 12 m, the bottom elevation was 740 m, the section was an opposite trapezoid, and the bottom width was approximately 10 m. Figure12(a) shows the excavated diversion channel used to discharge the water flow.(a) Excavation diversion channel used to discharge the water flow; (b) discharge state of water flow from the Tangjiashan landslide-dammed lake.
(a)
(b)At 9:35 AM on June 10, the water level behind the dam began to change and the diversion channel width rapidly increased. About six hours later, the area of the diversion channel showed no evidence of further change, and erosion of the landslide dam was maintained in a stable state over the following time period. The discharge of water flow through an excavated diversion channel can be divided into three stages: (1) initial water flow through the diversion channel, with slight erosion of the landslide dam; (2) gradually increasing velocity of the water flow, with substantial erosion of the landslide dam. The area of the diversion channel will increase until the water flow reaches its maximum value; (3) decrease in the rate and velocity of the water flow, at which point the erosion of the landslide dam stops and the dam remains in a stable state.Figure12(b) shows the state of the discharge water flow at the Tangjiashan landslide-dammed lake at 11:00 AM, June, 10, 2008.As shown in Figure12(b), the velocity of the water flow is high, and therefore erosion of the excavated channel is serious. Field measurements on June 23 of the diversion channel after the erosion caused by the high-speed water flow revealed that the depth of diversion channel was approximately 47 m, the bottom elevation was approximately 705 m, and the bottom width was approximately 140 m. Figure 13 shows the size of the excavated diversion channel before and after water-flow erosion.Figure 13
Size of the excavated diversion channel before and after erosion by water flow.As shown in Figure13, the initial bottom width of the excavated diversion channel was 7 m and the height was 12 m. After erosion by high-speed water flow, the width of the diversion channel was increased to 140 m and the height was increased to 47 m.Figure14 shows the flood discharge curves of the initial excavated dike breach and of the stable dike breach after erosion by water flow.Figure 14
Flood discharge curve of the initial excavated dike breach and the stable dike breach after erosion by water flow.


### 4.3. Comparison with Measured Data

After the diversion channel was excavated, the water level behind the landslide dam did not change significantly, but, because the velocity of the water flow was high, erosion of the diversion channel was very obvious. Then, the area of diversion channel increased over a short time, the flow discharge increased gradually, the velocity of the water flow decreased, and the water level decreased to reach stable value. Figure15 shows a comparison of calculated and measured water flows downstream of the Tangjiashan landslide dam.Figure 15
Comparison of calculated and measured water flows downstream of the Tangjiashan landslide dam.As shown in Figure15, the calculated water flows downstream was close to the measured data, with the water flow decreasing with increasing distance between the monitored section and the dam site. Table 1 shows the simulated and measured maximum discharge flows downstream of the Tangjiashan landslide-dammed lake.Table 1
Simulated and measured maximum discharge downstream of the Tangjiashan landslide-dammed lake.
Downstream monitoring station
Distance (km)
Peak time
Measured maximum flow(m3/s)
Calculated maximum flow (m3/s)
Error %
Tangjiashan dam
0
2008-6-10 12:30
6500
6224
−4.246
Beichuan station
8
2008-6-10 13:30
6540
6219
−4.908
Tongkou station
30
2008-6-10 14:24
6210
6205
−0.081
Fujiaqiao station
66
2008-6-10 17:18
6100
6183
1.361As shown in Table1, the error in the simulated maximum water flow at the Tangjiashan dam was -4.246%, the error at the Beichuan station was -4.908%, the error at the Tongkou station was -0.081%, and the error at the Fujiaqiao station was 1.361%. It can be concluded that the simulated results are reasonable and can be used for forecasting the dam-break flood routing process of landslide-dammed lakes.


## 4.1. Engineering Background

The Tangjiashan dammed lake is the biggest of the landslide-dammed lakes triggered by the May 12 Wenchuan earthquake, Sichuan Province, Southwest China [15]. The dam is located in Beichuan County and is mainly composed of soil, with some rock blocks. The water reservoir capacity of the Tangjiashan dammed lake was approximately 315 × 108 m3, the length was approximately 803.4 m, the width was approximately 611.8 m, and the depth was approximately 100 m [16]. Figure 9 shows an onsite photo of the Tangjiashan dammed lake. The largest water depth behind the dam was approximately 82.65 m. Soon after the landslide-dammed lake formed, the rainy season arrived, and therefore the water level and the reservoir capacity increased over a short time. On June 10, 2008, the highest water level was approximately 743.10 m, the corresponding water reservoir capacity was approximately 244.62 × 108 m3, and the landslide dam was in a dangerous state. If the Tangjiashan landslide dam were to burst, the dam-break flood would cause a huge disaster for people and property downstream.Figure 9
Onsite photo of the Tangjiashan landslide-dammed lake.Figure10 shows the relationship between the water level and the reservoir capacity of the Tangjiashan landslide-dammed lake.Figure 10
Relationship between water level and reservoir capacity of the Tangjiashan landslide-dammed lake.As shown in Figure10, when the water level in front of the landslide dam increased over a short time and then maintained the higher water level, the water pressure created a risk to the stability of the landslide dam. If the water flow in the rainy season were large, the water would overtop the dam and the landslide dam would be destroyed, causing huge floods downstream. Figure 11 shows the results of monitoring the water inflow to the Tangjiashan landslide-dammed lake upstream.Figure 11
Results of monitoring the water inflow to the Tangjiashan landslide-dammed lake upstream.As shown in Figure11, the water inflow to the Tangjiashan landslide-dammed lake was very large between May 12, 2008 and June 10, 2008. The average water inflow was approximately 100 m3/s, and the maximum water inflow, approximately 175 m3/s, occurred on May 20, 2008.


## 4.2. Water Flow Process after the Excavation of a Diversion Channel

The water level behind the Tangjiashan landslide dam increased over a short time; to reduce the risk to the Tangjiashan dammed lake, an emergency man-made excavated dike breach was used to discharge the water flow. The length of the diversion channel was 670 m, the height was 12 m, the bottom elevation was 740 m, the section was an opposite trapezoid, and the bottom width was approximately 10 m. Figure12(a) shows the excavated diversion channel used to discharge the water flow.(a) Excavation diversion channel used to discharge the water flow; (b) discharge state of water flow from the Tangjiashan landslide-dammed lake.
(a)
(b)At 9:35 AM on June 10, the water level behind the dam began to change and the diversion channel width rapidly increased. About six hours later, the area of the diversion channel showed no evidence of further change, and erosion of the landslide dam was maintained in a stable state over the following time period. The discharge of water flow through an excavated diversion channel can be divided into three stages: (1) initial water flow through the diversion channel, with slight erosion of the landslide dam; (2) gradually increasing velocity of the water flow, with substantial erosion of the landslide dam. The area of the diversion channel will increase until the water flow reaches its maximum value; (3) decrease in the rate and velocity of the water flow, at which point the erosion of the landslide dam stops and the dam remains in a stable state.Figure12(b) shows the state of the discharge water flow at the Tangjiashan landslide-dammed lake at 11:00 AM, June, 10, 2008.As shown in Figure12(b), the velocity of the water flow is high, and therefore erosion of the excavated channel is serious. Field measurements on June 23 of the diversion channel after the erosion caused by the high-speed water flow revealed that the depth of diversion channel was approximately 47 m, the bottom elevation was approximately 705 m, and the bottom width was approximately 140 m. Figure 13 shows the size of the excavated diversion channel before and after water-flow erosion.Figure 13
Size of the excavated diversion channel before and after erosion by water flow.As shown in Figure13, the initial bottom width of the excavated diversion channel was 7 m and the height was 12 m. After erosion by high-speed water flow, the width of the diversion channel was increased to 140 m and the height was increased to 47 m.Figure14 shows the flood discharge curves of the initial excavated dike breach and of the stable dike breach after erosion by water flow.Figure 14
Flood discharge curve of the initial excavated dike breach and the stable dike breach after erosion by water flow.


## 4.3. Comparison with Measured Data

After the diversion channel was excavated, the water level behind the landslide dam did not change significantly, but, because the velocity of the water flow was high, erosion of the diversion channel was very obvious. Then, the area of diversion channel increased over a short time, the flow discharge increased gradually, the velocity of the water flow decreased, and the water level decreased to reach stable value. Figure15 shows a comparison of calculated and measured water flows downstream of the Tangjiashan landslide dam.Figure 15
Comparison of calculated and measured water flows downstream of the Tangjiashan landslide dam.As shown in Figure15, the calculated water flows downstream was close to the measured data, with the water flow decreasing with increasing distance between the monitored section and the dam site. Table 1 shows the simulated and measured maximum discharge flows downstream of the Tangjiashan landslide-dammed lake.Table 1
Simulated and measured maximum discharge downstream of the Tangjiashan landslide-dammed lake.
Downstream monitoring station
Distance (km)
Peak time
Measured maximum flow(m3/s)
Calculated maximum flow (m3/s)
Error %
Tangjiashan dam
0
2008-6-10 12:30
6500
6224
−4.246
Beichuan station
8
2008-6-10 13:30
6540
6219
−4.908
Tongkou station
30
2008-6-10 14:24
6210
6205
−0.081
Fujiaqiao station
66
2008-6-10 17:18
6100
6183
1.361As shown in Table1, the error in the simulated maximum water flow at the Tangjiashan dam was -4.246%, the error at the Beichuan station was -4.908%, the error at the Tongkou station was -0.081%, and the error at the Fujiaqiao station was 1.361%. It can be concluded that the simulated results are reasonable and can be used for forecasting the dam-break flood routing process of landslide-dammed lakes.


## 5.  Conclusions

Through analysis of existing models and practical examples, the shape of a dike breach in a landslide dam was here assumed to be a trapezoid. Based on existing empirical equations and with several improvements in the forecasting models for dam-break floods, a mathematical model is proposed in this paper for forecasting the dam-break flood routing process of landslide dams. The maximum flow rate, the flow process at the dam site, and the flow process downstream can be simulated using this model. A sensitivity analysis of the model parameters was also carried out. The results showed that the dam-break flood process is obviously influenced by the shape of the dike breach and especially significantly influenced by the depth coefficientk2. Finally, the proposed model was used to simulate the flow process of the Tangjiashan landslide-dammed lake and to analyze the water flow and the diversion-channel erosion process. Results showed that initially the peak flow in the excavated dike breach was very small but that the peak flow of the stable dike breach after erosion by water flow became very large. The error in the maximum simulated flow rates downstream of the Tangjiashan landslide dam was less than 5%, and therefore the results of simulation using the presented model can be considered to be reasonable.The proposed model can simulate the dam-break evolution process of all dike breach sizes for the Tangjiashan dammed lake which could possibly occur, the maximum discharge flow and the maximum flow downstream. The model can provide support for decision-making by governments regarding landslide-dammed lakes. Although the proposed model of the dam-break flood problem considers the width coefficient and depth coefficient of a dike breach, it is a two-dimensional model and cannot accommodate the impact of certain important factors which impact dam-break flooding. In fact, dam-break flooding and flow evolution process are three-dimensional problems, but it is difficult to establish theoretical equations to simulate a dam-break flood in three dimensions. The numerical simulation approach is therefore a useful tool for computing a three-dimensional dam-break flood.



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*Source: 139642-2012-06-27.xml*