A Novel Seepage Safety Monitoring Model of CFRD with Slab Cracks Using Monitoring Data

College of Water Conservancy and Hydropower Engineering, Hohai University, Nanjing 21009, China State Key Laboratory of Hydrology-Water Resources and Hydraulic Engineering, Hohai University, Nanjing 210098, China National Engineering Research Center of Water Resources Efficient Utilization and Engineering Safety, Hohai University, Nanjing 210098, China College of Hydraulic Science and Engineering, Yangzhou University, Yangzhou 225009, China


Introduction
Seepage has been a major concern in dam engineering since the face rockfill dam emerged. e expansion of concrete face slab cracks and the deterioration of joint water stop are liable to lead to seepage failure of cushion, transition layer, and rockfill body of CFRD, which has serious negative impact on dam deformation, structure, and safety [1][2][3]. e deterioration of impervious state of concrete face slab and cushion will increase the monitoring data of weir behind the dam. It is important to establish a safety monitoring model of seepage for CFRD considering cracks in the face slab and draw up the monitoring index of seepage for timely grasping the operation state of CFRD and ensuring the safety of the dam [4][5][6][7][8][9]. e influencing factors of seepage of CFRD are complex, including water level, rainfall, aging, and temperature. In the research of the safety monitoring model of seepage, experts and scholars have carried out much research, including statistical model, deterministic model, and mixed model [10]. Shen and Wu [11] established the monitoring model of uplift pressure of dam foundation by stepwise regression analysis under different combinations of time-effect factors and water level factors. Cen [12] studied the seepage field characteristics of each part and the whole of CFRD. According to the dam engineering theory, the mathematical expressions of reservoir water level, rainfall, temperature, and time components were deduced. e statistical model of seepage monitoring for CFRD was established, and a high precision was achieved in the seepage safety monitoring of Nalan CFRD. However, the monitoring data of dam seepage lag behind the changes in water level and rainfall in the upstream reservoir, so the lagging effect has to be taken into account in the construction of seepage safety monitoring model. Zhang et al. [13] introduced the lagging effect function of reservoir water level and rainfall, determined the lagging days and the impact days, and then established the seepage lagging monitoring model. Cai [14] studied the seepage statistical model considering lagging effect based on the influence of the change rate of reservoir water level on dam seepage. Chen et al. [15] established a coupled model of unsteady seepage and nonlinear displacement (modeling coupled processes of nonsteady seepage flow and nonlinear deformation for a CFRD). Xu et al. [16] applied the cloud adaptive genetic algorithm in the field of constructing the seepage safety monitoring model of CFRD considering the influence of upstream water level and rainfall on seepage. e fitting accuracy and prediction effect of the model are better than the traditional seepage statistical model. Chen et al. [17] proposed a spatiotemporal clustering and diagnosis method for concrete arch dams based on deformation monitoring data. In recent years, artificial neural network, fuzzy mathematics, genetic algorithm, and grey system have been applied to dam safety monitoring field [18][19][20][21][22]. Tian et al. [23] established a seepage safety monitoring model of earth-rock dam by combining the monitoring data based on the principle of artificial neural network; Zhang [24] used the optimization ability of particle swarm and artificial bee colony algorithm to establish the corresponding support vector machine seepage monitoring model. Stojanovic et al. [25] proposed a selftuning system for dam behavior modeling based on evolving artificial neural networks.
At present, the common monitoring index formulation methods include confidence interval method, typical small probability method, limit state method, simulation calculation method, mechanical calculation method, and structural analysis method, among which the first two methods are called the mathematical statistics method. In recent years, the maximum entropy method, cloud model method, Monte Carlo method, projection pursuit method, and so on have also appeared and achieved good results. Wu and Wu [26] simulated the nonlinear characteristics of dam body, strata, and bedrock, established a viscoelastic model of stressseepage coupling, and constructed a first-level monitoring index of deformation; in addition, they established an elasticplastic model of seepage-stress coupling and a second-level monitoring index. Guo et al. [27] established the viscoelastic finite element model of seepage and stress coupling and constructed the deformation monitoring index, which can accurately reflect the seepage and deformation characteristics of the dam after impoundment. Cong et al. [28] deduced the maximum entropy probability density function model based on information theory and applied it to the field of dam monitoring index formulation. Zhu et al. [29] applied cloud model theory to the formulation of dam deformation monitoring index and achieved good results.
In view of the shortcomings of the traditional statistical regression model of seepage [2,[30][31][32][33], considering the lagging days of reservoir water level and rainfall, the lagging effects of water level and rainfall on seepage, and the cracking factors, the safety monitoring model of seepage of a CFRD is established, which is optimized by using GA-RBFNN. Based on the proposed model, the proportion of factors affecting CFRD seepage is worked out, and the influence of the cracks on the seepage of CFRD is found, accounting for about 10%. Considering that the monitoring data of CFRD seepage is affected by many uncertainties, the seepage safety monitoring index is formulated based on the cloud model. e dam managers can take effective measures to reduce the influence of slab cracks on dam seepage to ensure dam safety according to the monitoring index.

Traditional Seepage Safety Monitoring Model of CFRD
e seepage of CFRD is mainly affected by rainfall, reservoir water level, temperature, and aging. erefore, the following statistical model is used in the analysis [10]: where P is the seepage of dam and P H , P T , P U , and P θ are the water pressure component, temperature component, rainfall component, and aging component, respectively.
(1) Water pressure component P H e change in upstream reservoir water level has a significant effect on dam seepage. e average values of 1-3 times of upstream water depth and average values of premonitoring water depth (1 day before the monitoring day, 2-3 days before the monitoring day, 4-7 days before the monitoring day, and 8-15 days before the monitoring day) are chosen as 7 factors in the model, namely, where H u is the upstream water level; H u0 is the initial monitoring data of upstream water level; H u(i−3) is the water level, average value of 1 day before monitoring day, average value of 2-3 days before monitoring day, average value of 4-7 days before monitoring day, and average value of 8-15 days before monitoring day (i � 4∼7); and a i is the regression coefficient of water pressure component r (i � 4∼7).
(2) Temperature component P T Factors of temperature components are selected as follows: where t is the cumulative days from the initial monitoring day to the monitoring day, t 0 is the cumulative days from the initial monitoring day to the first monitoring day of the data sequence adopted in the model, and b 1i and b 2i are the regression coefficients of temperature factor.

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Rainfall has a certain effect on the change in dam seepage, which lags behind the rainfall for a certain time. erefore, the mean values of precipitation in half a month before the dam seepage measurement can be selected as rainfall factors, that is, where U i is the average rainfall on the monitoring day, average value of 1 day before monitoring day, average value of 2-3 days before monitoring day, average value of 4-7 days before monitoring day, and average value of 8-15 days before monitoring day (i � 1 − 5); U 0i is the average precipitation of each period in the initial monitoring day (i � 1 − 5); and c i is the regression coefficient of rainfall factor (i � 1 − 5).
(4) Aging component P θ e composition of aging component is complex and closely related to dam body, lithology, fissures, structural distribution, and occurrence. e expression of aging component is selected as follows: where c 1 and c 2 are the regression coefficients of aging component, θ is the cumulative day from the monitoring day to the initial monitoring day divided by 100, and θ 0 is the cumulative day from the initial monitoring day to the first monitoring day in the model divided by 100.
In summary, the statistical model of CFRD seepage is as follows: where a 0 is a constant, and the other symbolic meanings are identical equations (2)-(5).

Seepage Safety Monitoring Model of CFRD with Cracks considering Lagging
Effect. e seepage of CFRD will be affected by the change in water level and temperature, as well as by rainfall and aging, among which the effect of reservoir water level and rainfall on seepage has lagging effect. e traditional statistical regression model fits and calculates on the premise of given preterm, but each dam has its own characteristics, and the lagging effect of water level and rainfall is different, so the traditional regression model often simulates the influence of prestage water level and rainfall based on experience does not have good applicability. In order to solve this problem, the normal distribution curve is adopted in this paper. e lagging effect of water level and rainfall on seepage flow is simulated by line, and the seepage safety monitoring model of CFRD is established. e lagging and influencing days of reservoir water level and rainfall on seepage of CFRD can be determined, which is helpful to analyze the evolution law of seepage control system of CFRD.

Water Pressure Component P H .
e lagging effect of reservoir water level on seepage is as follows: where τ is the lag time between reservoir water level and monitoring seepage, τ k (t) ≥ 0, k � 1, 2, . . . , n, and H(t) and H(t − τ n (t)) are the reservoir water level. Equation (7) reflects the lag relationship between reservoir water level and monitoring seepage. In this paper, an influence function is defined to express the lag effect caused by the change in reservoir water level.
Considering the influence of the change in water level on seepage n days before monitoring day, the equivalent water level can be obtained as follows: where , and k i�1 ζ i � 1, k ≤ n, so equivalent water level H d can be obtained as follows: e influence of upstream reservoir water level on dam seepage is shown in Figure 1. e study shows that ζ(t) generally satisfied the normal distribution. If the lagging days and the influence days are expressed separately as x 1 and x 2 , the lag effect function can be expressed as follows: reservoir water level at t time. en, the water level component is

Rainfall Component.
In order to consider the lag effect of rainfall on seepage of CFRD reasonably, a lag function reflecting the lag effect of rainfall is introduced in this paper [34], which can be expressed as follows: where x 3 is the lagging days and x 4 is the distribution parameter of rainfall influence. Suppose the fixed monitoring day t 1 , the starting date of analysis is t 0 ; generally, it can be taken as 1 to 2 months before the starting date. ere are Using the exponential transformation method to calculate the rainfall, it can be got that where P(t) is the rainfall at time t, P d is the equivalent rainfall at time t 1 , β is the infiltration transformation index, 0 < β < 1, and the other symbols have the same meaning in equation (14). us, the rainfall component can be obtained: where Q P is the rainfall component, x 3 is the lagging days of rainfall, x 4 is the distribution parameter of rainfall influence, P d is the equivalent rainfall, b is the regression coefficient, and P(t) is the rainfall at t time.

Cracks Component.
In the existing CFRDs, there are a lot of cracks in the face slabs of many dams. e influence of cracks on seepage cannot be neglected, but the traditional seepage statistical model does not consider this factor. Based on the principle of slot flow in parallel plates, the equivalent slot width b ei and roughness correction coefficient C i are introduced as cracks component [33][34][35]. e expression is where k 1 is the regression coefficient, m is the number of cracks before the monitoring date, l i is the length of crack, and the roughness correction coefficient C i is calculated according to the following formula: where Δ is the absolute roughness of the crack on the face slab. e seepage safety monitoring model of CFRD with cracks is established by studying the reservoir water level and rainfall component, temperature component, aging component, and cracks component: where a 0 is a constant and the other parameters have the same meaning as the above equations.

Seepage Safety Monitoring Model of CFRD Based on GA-RBFNN
2.3.1. Genetic Algorithm (GA). Genetic Algorithms (GAs) originated in the 1960s [36][37][38][39]. It is a global parallel, random search optimization algorithm that simulates the inheritance and evolution of organisms in the natural environment and makes the population converge globally. Compared with other optimization algorithms, GA has the following advantages: (1) the encoding of decision variables is the object of operation. By coding decision variables, the evolutionary methods such as genetic and mutation of organisms in a higher degree can be imitated learning from the concepts of biological chromosomes and genes in the calculation process. At the same time, the operation of coding is more convenient.
(2) Search information is the objective function to be optimized. Traditional optimization methods need not only objective function but also some other information to help determine the search direction. GA only needs the objective function and finds the fitness function to complete the search task, especially when the objective function cannot be derived. (3) Using the multipoint search method. Single-point search method is often used in conventional optimization algorithms, but its search information is limited and it is easy to fall into local optimum. GA often starts from the most adaptable part of the Monitoring date Figure 1: e influence of upstream reservoir water level on dam seepage.
individual. e new generation of population through genetic operation still contains a lot of population information and will not fall into search stagnation. (4) Using probability search technology. Conventional optimization methods use deterministic search, so it is difficult to get the optimal solution. GA uses the probability method to search, and in the process of genetic operation, crossover and mutation are carried out in a certain probability way so that the optimal solution can be easily obtained. e basic operations are as follows: ①chromosome coding; ②fitness function design; ③selection; ④crossover and mutation. e steps are as follows: Step 1: chromosome coding. Because of the need to operate large real numbers, it is more convenient to use real coding. Each parameter to be optimized represents a gene. All parameters to be optimized are combined into a chromosome, and each chromosome corresponds to a complete RBFNN. Single chromosome can be expressed as and there are N chromosomes.
Step 2: design of fitness function design. e reciprocal sum of the square error between the output value and the predicted value of the network is taken as the evaluation function of chromosome quality. e fitness values of all individuals are nonnegative. e fitness of a single chromosome is where f i is the network output value and y i is the target value.
Step 3: selection. Selection is to select good individuals from the old population with a certain probability to form a new population and to reproduce the next generation, that is, to reproduce the operation according to certain conditions. e probability that the first chromosome will be selected is where F t is the fitness of the t th individual. e selection method of roulette is adopted. Firstly, P t of each individual is calculated, and then a number r ∈ [0, 1] is generated randomly. If P 1 + P 2 + . . . + P t−1 < r < P 1 + P 2 + . . . + P t , then X t is selected. e best preservation strategy can be used to copy the excellent individuals from the population directly to the next generation.
Step 4: cross and mutation. Crossing is the combination of two individuals to produce new genotype individuals. Crossing is the main way to produce new individuals. Because of the optimization of C jk , σ j , and W ij , it is more appropriate to adopt the multipoint crossover method. Two individuals are randomly selected from the population according to the probability, and one crossing point is generated for C jk , σ j , and W ij according to the crossing probability, and the crossing operation is carried out. e crossover probability is generally 0.65-0.9. Variation is a secondary means of generating new individuals. e specific operation is to select a pair of individuals from the parent population with a certain probability and then randomly change the three types of gene values with a certain probability. Variant manipulation can effectively prevent useful genes from being lost in genetic manipulation. e probability of variation P m is generally 0.01-0.1.

Radial Basis Function Neural Networks (RBFNNs).
RBFNN is a three-layer neural network, which consists of input layer, hidden layer, and output layer [40,41]. e number of units in each layer is set to m, l, and n, respectively, and the RBFNN structure is shown in Figure 2. Two neurons in adjacent layers can connect with each other and transmit signals from lower layers to higher layers. Input data are transformed from low-dimensional input layer to high-dimensional hidden layer through a nonlinear function and then linearly mapped from high-dimensional space to output layer. In theory, the network can fit any continuous function, and the accuracy can be arbitrary. e topological structure and parameters of RBFNN have a great influence on the network performance. Generally speaking, m is determined by the number of input variables, n is determined by the number of output variables, and l is determined by the problem setting. e transfer function of hidden layer is called radial basis function. e commonly used transfer functions are Gauss function, multiquadratic function, and inverse multiquadratic function. In this paper, Gauss function is chosen, and equation (22) is as follows: e principle of RBFNN can be described as follows: in the hidden layer, the radial basis function such as Gauss function is used as the basis, and the center of the basis function is expressed as C j . e basis function conforms to the centrosymmetric nonlinear distribution. e hidden layer responds to the input mode after C j is determined according to the basis function. If the weight W ij from the hidden layer to the output layer is obtained, the whole network structure is determined. e principle can be expressed in Figure 3. P samples are selected, given input mode X k � (x 1 , x 2 , . . . x m ), and then the output of hidden layer unit is obtained by the following equation: where ϕ(·) is the Gauss function, C j � (C j1 , C j2 , . . . , C jk , . . . , C jm ) is the central vector of the j th hidden layer node, whose dimension is equal to the number of input variables, and σ j is the central width of the j th hidden layer node.

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Output values are got from the hidden layer through the following equation: where f i (X) is the output value of the i th output layer and W ij is the connection weight.
In this study, in order to get better parameters of RBFNN, GA is used to optimize C jk , σ j , and W ij .

GA Optimization of RBFNN.
In order to better simulate the service behavior of CFRD with RBFNN, GA is used to optimize the parameters of RBFNN. e basic idea is to train C jk , σ j , and W ij of RBFNN with GA, to find a better solution, and then train the RBFNN with the result as the initial parameter. e main steps are as follows: Step 1: data normalization. e original data are normalized to facilitate subsequent operations, and the appropriate data are selected as training samples.
Step 2: chromosome coding. Using real number coding, a single chromosome contains m + n + l genes and generates the initial population P(g). e evolutionary algebra is denoted as g � 0, and the maximum evolutionary algebra G is determined.
Step 3: chromosome decoding. C jk , σ j , and W ij are got, and the output layer value f i (X) is calculated by equation (24).
Step 4: calculate fitness. e fitness value F of each individual is calculated by equation (20) to evaluate the performance of the network. If g > G, it will end; otherwise, go to next step.
(a) According to the fitness F of individuals, individuals are selected to enter the next generation population P(g + 1) by roulette gambling. Individuals with high fitness can be directly copied to their offspring and paired with other chromosomes. (b) Cross-manipulation of paternal chromosomes with probability P c to obtain new chromosomes. (c) ree genes of selected chromosomes were mutated by probability P m to obtain new chromosomes.
Step 6: generate a new population through Step 5 and transfer to Step 4 until D.
e specific algorithm flow is shown in Figure 4.

Calculation of Component Proportion.
According to the monitoring data of seepage, the GA-RBFNN model is established by using monitoring data and environmental factors. e input variables of model are water level, temperature, aging, cracks, and so on. Seepage is the output of the network. Assuming that the number of nodes in the input layer is N and the number of nodes in the hidden layer is M, considering the specific problems in this paper, the number of nodes in the output layer is 1. Let C ij and σ ij be the connection weight between the input layer and the hidden layer and W i1 the connection weight between the hidden layer and the output layer. Steps are as follows: (1) initialization of output node determination, the number of output nodes is K 0 , and it is generally taken as Q 0 � 1/K 0 ; in this paper, Q 0 � 1. (2) Inversely find the determinacy of hidden layer node; that is, the determinacy of output layer node is propagated forward by weight function because the determinacy of output node is 1, so the determinacy of hidden layer node is 1 × W i1 � W i1 . (3) Find the degree of certainty of the input layer. For each node i of the hidden layer, each node j of the input layer and then p ij can be obtained: Standardize p ij and q ij � p ij /( N j�1 p ij ). For each input node j, sum q ij to get the certainty of input layer and S j � M i�1 q ij . en, the proportion of the influence of each input variable on the output variable (seepage) is as follows:

Calculation of Monitoring Indexes.
Firstly, the noise is eliminated by wavelet on the safety monitoring data, and then the digital feature Ex, En, and He of the sample is Figure 3: Principle of RBFNN.

Input layer Hidden layer
Output layer obtained by the reverse cloud generator; then, n cloud droplets are generated by the forward cloud generator, and the corresponding determinacy μ i is calculated according to the following equation: rough the above operation, the monitoring effect of unknown distribution of noise is transformed into known probability density and determinacy cloud droplet group. e contribution of Δx to C can be obtained as follows: According to the "3En rule" of the forward cloud, it can be found that the cloud droplets on the interval [Ex − 3En, Ex + 3En] have a major contribution to C. In addition, the contribution of cloud droplets on the interval (−∞, Ex − 3En) and (Ex + 3En, +∞) to C is very small, and the probability of occurrence is very small, so it can be regarded as abnormal monitoring information:

Engineering Introduction.
e highest body of one CFRD is 120.0 m, and the elevation of its top is 760.00 m; the dam crest extends as long as 259.8 m from east to west, and the face is as thick as t � 0.3 + 0.00347H (m), which changes linearly from up to down, that is, 0.3 m at the top and 0.7 m at the bottom. e upstream slope is 1 : 1.4, whereas the downstream slope is 1 : 1.35. On February 6, 2004, the faces were checked and 180 cracks were found. In 2012, a total of 206 cracks were found, and the distribution of face cracks is shown in Figure 5.
On the basis of the landform and structure, the seepage discharge at the two measuring weirs, namely, W1 and W2, is mainly the abutment seepage. e retaining wall set where the plant meets the dam foot leads the seepage to a certain location, where W3 was set. e seepage discharge at W3 is face, base, and W1 and W2 seepages. e distribution of measuring weirs is shown in Figure 6. e seepage discharge at W1 and W2 is relatively small, indicating that the antiseepage at the two banks is effective.

Determination of Each Component.
e hydraulic component δ H is expressed by the water depth in front of the dam: H d , H 2 d , and H 3 d . Temperature component δ T is expressed by multiple harmonic combinations: sin 2πit/365 − sin 2πit 0 /365 and cos 2πit/365 − cos 2πit 0 /365. e selected data are annual periodic, so i � 1, and t is the cumulative days from the start of the series to the monitoring day. Factors of rainfall component δ P is P d . e aging component δ θ is expressed by polynomials and logarithmic functions: θ − θ 0 , ln θ − ln θ 0 , where θ � t/100, θ 0 � t 0 /100, and t is the cumulative day from the initial monitoring day to the monitoring day.
As for the cracks component, because it takes a huge amount of manpower, material, and financial resources to implement a complete crack detection, there are only two times of crack detection, which belongs to short time series monitoring data. In view of the characteristics of small sample and poor information such as face cracks, this paper regards the dam as a grey system and regards the short monitoring data of measured cracks as a discrete random sequence. From 2000 to 2004, most of the cracks were caused by construction and concrete quality, which had great uncertainty and randomness. erefore, this paper assumes that 180 cracks were randomly generated during the first inspection. From 2004 to 2012, the number of cracks increased by 26 and tended to converge. At this time, temperature component is the main cause for cracks occurring in the upper part of face slab. Most cracks occur at low temperature, and the expression of cracks component is

Seepage Safety Monitoring Model
Based on GA-RBFNN. e historical monitoring upstream water level and rainfall are shown in Figure 7, and the monitoring seepage after noise reduction is shown in Figure 8. Table 1 only lists 26 cracks on the largest fracture surface relative to the distribution height z i , equivalent width b ei , and relative roughness Δ/2b ei of the dam base.
9 factors of water pressure, temperature, rainfall, aging, and cracks are selected as input variables and seepage as output variables. RBFNN with input layer 9, output layer 1, and hidden layer 10 is constructed. GA is used to optimize C jk , σ j , and W ij , and the optimized C jk , σ j , and W ij is used as the initial value of RBFNN for training and prediction. Mathematical Problems in Engineering groups of monitoring data in the seepage safety monitoring model. 450 groups of data were selected as training samples, and 150 groups of data were selected as test samples. rough continuous experiments and comprehensive consideration, the parameters of GA are set in Table 2. e standard RBFNN model and GA-RBFNN model are used for training and prediction, respectively. e results are shown in Figure 9, and the error curve is shown in Figure 10.
By comparing the mean square error (MSE) and correlation coefficient (R) of the two models, the advantages and disadvantages of the two models are determined. e mean square error is calculated according to the following equation: where f is the output value and y is the monitoring data. e mean square error (MSE) and correlation coefficient (R) are shown in Table 3. From Figures 9 and 10, it can be seen that the GA-RBFNN model is better than the standard RBFNN model in  fitting and forecast dam seepage, and the GA-RBFNN model is closer to the monitoring data than the standard RBFNN model. Table 3 shows that, in the fitting part, the MSE of the GA-RBFNN model is better than that of the RBFNN model, as well as in the prediction part; in addition, the R of GA-RBFNN model is also better than that of the RBFNN model. Based on the analysis of MSE and R, it can be shown that the fitting and prediction accuracy of RBFNN can be improved by using GA. e model can be applied to the seepage monitoring of long-term service of dams.

Calculation of Component Proportion.
e proportion of each component can be obtained by summing the proportions of the factors included in the water pressure component, the temperature component, rainfall component, the aging component, and cracks component, respectively. e results are shown in Table 4.
It can be seen from Table 4 that the monitoring data of seepage are mainly affected by rainfall, about 50%; the water pressure component is the second factor, about 20%, and the effect of aging component is smaller, which is      Firstly, the inverse cloud generator is used to get the stereotype concept C (Ex, En, and He) of denoising data, and then, 600 cloud droplets satisfying the requirements are generated according to Ex, En, and He forward cloud models. According to the "3En rule," the safe interval values of CFRD's seepage are obtained. e cloud images are shown in Figure 11. e results are as follows: It can be seen from Figure 11 that when the monitoring data of seepage are greater than 9.0971 L/s, component analysis is needed to exclude the possibility of abrupt change in measured value caused by structural variation.

Conclusions
Aiming at the problem that the traditional regression model does not have good applicability to simulate the influence of water level and rainfall in the early stage based on experience, the normal distribution curve is used to simulate the lagging effect of water level and rainfall on seepage in this paper. Considering the influence of face cracks on seepage, the face crack is regarded as an influencing factor. A seepage safety monitoring model of CFRD with cracks considering the lagging effect is proposed. e seepage monitoring model is optimized by using GA-RBFNN, and the seepage is predicted by using this model. e prediction results are not much different from the monitoring data, and the prediction results obtained by the GA-RBFNN model are better than those obtained by the traditional RBFNN model, which shows that the prediction results proposed in this paper are better than those obtained by the traditional method. e method has certain applicability. rough the analysis of the component proportion of each factor, it can be seen that the rainfall component has the greatest influence on the total seepage, accounting for 52%, which may be caused by the distance between the weir and the dam site, and the rainfall flowing into the weir through the mountain body; the crack component accounts for about 10% of the total seepage, so the influence of the crack component on the total seepage flow cannot be ignored. Finally, through the cloud model, the seepage monitoring index of the CFRD is worked out, which has certain guiding significance for the treatment of abnormal seepage monitoring data.
e seepage safety monitoring model of CFRD with slab cracks is based on monitoring data, and using the finite element method to simulate and calculate the proportion of each component is the future work. Analyzing the differences between the proposed model in this paper and FEM model will be an interesting work.

Data Availability
e data used to support the findings of this study are available from the corresponding author upon request.

Conflicts of Interest
e authors declare that there are no conflicts of interest. Mathematical Problems in Engineering 11