An analytical method for quantitatively evaluating the degree of leakage defects using the flow rate difference method and its application.

Abstract

This invention discloses an analytical method and application for quantitatively evaluating the degree of leakage defects using the flow mean difference method. It belongs to the field of safety monitoring technology for water conservancy and hydropower projects. The flow mean difference method is used to determine the area where leakage defects occur and evaluate the degree of leakage defects based on the flow rate data of the downstream weir of each water storage section. The difference between the mean of the flow rate increment and the mean of the head increment or the difference between the flow rate increment and the mean of the square root increment of the head in adjacent water storage sections is used as the flow mean difference index for defect analysis and evaluation in each section. This method can guide subsequent defect investigation and elimination work.

Description

Technical Field

[0001] This invention belongs to the field of safety monitoring technology for water conservancy and hydropower projects, and particularly relates to an analytical method for quantitatively evaluating the degree of leakage defects using the flow mean difference method and its application. Background Technology

[0002] The initial impoundment period is a crucial time to test the quality of the dam's seepage prevention system. Currently, the simple methods for evaluating seepage defects in the seepage prevention system based on the flow rate analysis of the downstream weir mostly employ qualitative comparison and graphical methods. This involves comparing the flow rate with the design warning value and plotting the process line or correlation line between water level and flow rate. When the flow rate of the weir exceeds the design warning value and is significantly correlated with the reservoir water level, it indicates that there are seepage defects in the seepage prevention system. The greater the exceedance of the design warning value and the more obvious the correlation, the more serious the defect. However, it is difficult to determine the area where the seepage defect occurs and to quantitatively evaluate the degree of the seepage defect, nor can it guide subsequent defect investigation and elimination work. Summary of the Invention

[0003] To address the problems existing in the prior art, this invention provides an analytical method and its application for quantitatively evaluating the degree of leakage defects using the flow difference method, based on the flow rate data of the downstream weir in each water storage section.

[0004] This invention is implemented as follows: an analytical method for quantitatively evaluating the degree of leakage defects using the flow rate difference method, comprising the following steps:

[0005] S1. Gathering basic information

[0006] Before water impoundment (S1.1), the impoundment process is divided into as many intervals as possible. The starting water level and the ending water level of each impoundment interval are E0, E1, ..., E... i , ..., E n Where E0 equals the elevation of the bottom of the impermeable body;

[0007] S1.2 Press H i =E i -E0 calculates the action head H acting on the impermeable body at the beginning of water storage and at the end of each water storage interval, which are H0, H1, ..., H1, respectively. i H n Where H0 = 0;

[0008] S1.3 When the reservoir water level reaches E0, E1, ..., E i , ..., E n Elevation, the measured water level elevation and the weir flow rate Q when both the downstream water level elevation and the downstream weir flow rate are stable, are respectively Q0, Q1, ..., Q i Q n Simultaneously record the time when the flow rate of the measuring weir stabilizes, the water level elevation, and any relevant interfering factors that may affect the flow rate of the measuring weir.

[0009] S1.4 Record the time when the measuring weir begins to overflow, the water level elevation, and the flow rate of the measuring weir, and include this set of data in the above sequence;

[0010] S2. Calculation of the average head-discharge difference index

[0011] S2.1 Press △h i =H i -H i-1 Calculate the head increment Δh1, ..., Δh at the end of each water storage interval. i , ..., △h n ;

[0012] S2.2 according to △q i =Q i -Q i-1 Calculate the flow increment Δq1, ..., Δq of the downstream weir corresponding to the end of each water storage section. i , …, △q n ;

[0013] S2.3 according to δ 1i =△q i / △h i Calculate the gradient of flow increment δ at the end of each water storage interval. 11 , …, δ 1i , …, δ 1n ;

[0014] S2.4 Calculate the head-flow difference index η of the seepage prevention body in each water storage section according to the following formula. 11 , ..., η 1i , ..., η 1n ;

[0015] η 11 =δ 11 (i=1)

[0016] η 1i =δ 1i -δ 1(i-1) (i>1)

[0017] For continued water storage after defect elimination and elimination of flow interference factors, the calculation of the indicators of the seepage prevention body in the water storage area should be connected from the data at the end of the highest water storage area where the flow of the measuring weir is not affected, and the calculation should be continued according to the above method.

[0018] List the calculation process and results according to Table 1;

[0019] Table 1. Calculation of the average difference index η1 in head-discharge ratio.

[0020]

[0021] S3. Calculate the square root mean flow rate index.

[0022] S3.1 Calculate the square root (H0) of the water head acting on the impermeable body at the beginning of water storage and at the end of each water storage interval. 0.5 (H1) 0.5 , ..., (H i ) 0.5 , ..., (H n ) 0.5 Among them, (H0) 0.5 =0;

[0023] S3.2 Press △R i =(H i ) 0.5 -(H i-1 ) 0.5 Calculate the square root increment of head ΔR1, ..., ΔR at the end of each water storage interval. i ,…,△R n ;

[0024] S3.3 Press △q i =Q i -Q i-1 Calculate the flow increment Δq1, ..., Δq of the downstream weir corresponding to the end of each water storage section. i , …, △q n ;

[0025] S3.4 according to δ 2i =△q i / △R i Calculate the gradient of flow increment δ at the end of each water storage interval. 21 , …, δ 2i , …, δ 2n ;

[0026] S3.5 Calculate the root-square flow difference index η of the seepage prevention structure in each water storage section according to the following formula. 21 , ..., η 2i , …, η2 n ;

[0027] η 21 =δ 21 (i=1)

[0028] η 2i =δ 2i -δ 2(i-1) (i>1)

[0029] For continued water storage after defect elimination and elimination of flow interference factors, the calculation of the indicators of the seepage prevention body in the water storage area should be connected from the data at the end of the highest water storage area where the flow of the measuring weir is not affected, and the calculation should be continued according to the above method.

[0030] List the calculation process and results according to Table 2;

[0031] Table 2. Calculation of the average difference index η2 of water head square root flow rate.

[0032]

[0033] S4. Data Validation

[0034] S4.1 Plot the flow-head correlation line with the effective head H in Table 1 as the abscissa and the flow rate Q of the measuring weir as the ordinate, and compare it with the incremental gradient δ1. The gradient increase or decrease should be consistent with the trend of the correlation line.

[0035] S4.2 The square root of the water head H in Table 2 0.5 Plot a correlation line between flow rate and square root head with the weir flow rate Q as the horizontal axis and compare it with the incremental gradient δ2. The gradient increase or decrease should be consistent with the trend of the correlation line.

[0036] S5. Leakage Defect Assessment

[0037] S5.1 If the average flow rate difference index η 1i >0 or η 2i If E > 0, and there are no relevant interfering factors affecting the flow rate of the measuring weir, then E i-1 ~E i The impermeable structure of the water storage area has leakage defects;

[0038] S5.2 If the average flow rate difference index η 1i =0 or η 2i =0, and there are no relevant interfering factors affecting the flow rate of the measuring weir, then E i-1 ~E i The impermeable structure of the water storage area has no leakage defects;

[0039] S5.3 If the average flow rate difference index η 1i <0 or η 2i If E < 0, and there are no relevant interfering factors affecting the flow rate of the measuring weir, then E i The leakage defects of the underlying impermeable structure have been improved;

[0040] S5.4 If there are relevant interfering factors affecting the flow rate of the measuring weir, the influence of the interfering factors should be eliminated or appropriate technical means should be used for comprehensive analysis and judgment when making a judgment.

[0041] S6. Sort

[0042] The water storage sections are sorted from largest to smallest based on the average flow difference index. The larger the value, the more serious the defects in the seepage prevention structure of the corresponding section.

[0043] A computer-readable storage medium includes a stored computer program, wherein, when the computer program is executed, it controls the device on which the computer-readable storage medium is located to perform the above-described method.

[0044] A computer device, characterized in that the computer device includes a memory, a processor, and a program stored in the memory and executable thereon, wherein the program, when executed by the processor, implements the steps of the above-described method.

[0045] The advantages and technical effects of this invention are as follows: The flow rate difference method of this invention can quantitatively analyze and evaluate leakage defects in seepage-proof structures, determine the area where leakage defects occur, quantitatively evaluate the degree of leakage defects, and guide subsequent defect investigation and elimination work. This invention is the first to propose using the flow rate difference index as a measure of leakage defects, and provides the calculation process and data verification steps, thus expanding the methods for analyzing and evaluating leakage defects in seepage-proof structures and promoting the advancement of monitoring technology. Attached Figure Description

[0046] Figure 1 This is a flowchart of the analytical method of the present invention for quantitatively evaluating the degree of leakage defects using the flow rate difference method;

[0047] Figure 2 This is the flow-head correlation line in an embodiment of the present invention;

[0048] Figure 3 This is the flow-head square root correlation line in an embodiment of the present invention. Detailed Implementation

[0049] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention.

[0050] like Figure 1 As shown, the analytical method of the present invention for quantitatively evaluating the degree of leakage defects using the flow rate difference method includes the following steps:

[0051] S1. Gathering basic information

[0052] Before water impoundment (S1.1), the impoundment process is divided into as many intervals as possible. The starting water level and the ending water level of each impoundment interval are E0, E1, ..., E... i , ..., E n Where E0 equals the elevation of the bottom of the impermeable body;

[0053] S1.2 Press H i =E i-E0 calculates the action head H acting on the impermeable body at the beginning of water storage and at the end of each water storage interval, which are H0, H1, ..., H1, respectively. i H n Where H0 = 0;

[0054] S1.3 When the reservoir water level reaches E0, E1, ..., E i , ..., E n Elevation, the measured water level elevation and the weir flow rate Q when both the downstream water level elevation and the downstream weir flow rate are stable, are respectively Q0, Q1, ..., Q i Q n Simultaneously record the time when the flow rate of the measuring weir stabilizes, the water level elevation, and any relevant interfering factors that may affect the flow rate of the measuring weir.

[0055] S1.4 Record the time when the measuring weir begins to overflow, the water level elevation, and the flow rate of the measuring weir, and include this set of data in the above sequence;

[0056] S2. Calculation of the average head-discharge difference index

[0057] S2.1 Press △h i =H i -H i-1 Calculate the head increment Δh1, ..., Δh at the end of each water storage interval. i , ..., △h n ;

[0058] S2.2 according to △q i =Q i -Q i-1 Calculate the flow increment Δq1, ..., Δq of the downstream weir corresponding to the end of each water storage section. i , …, △q n ;

[0059] S2.3 according to δ 1i =△q i / △h i Calculate the gradient of flow increment δ at the end of each water storage interval. 11 , …, δ 1i , …, δ 1n ;

[0060] S2.4 Calculate the head-flow difference index η of the seepage prevention body in each water storage section according to the following formula. 11 , ..., η 1i , ..., η 1n ;

[0061] η 11 =δ 11 (i=1)

[0062] η 1i =δ1i -δ 1(i-1) (i>1)

[0063] For continued water storage after defect elimination and elimination of flow interference factors, the calculation of the indicators of the seepage prevention body in the water storage area should be connected from the data at the end of the highest water storage area where the flow of the measuring weir is not affected, and the calculation should be continued according to the above method.

[0064] List the calculation process and results according to Table 1;

[0065] Table 1. Calculation of the average head-flow difference index η1

[0066]

[0067] S3. Calculate the square root mean flow rate index.

[0068] S3.1 Calculate the square root (H0) of the water head acting on the impermeable body at the beginning of water storage and at the end of each water storage interval. 0.5 (H1) 0.5 , ..., (H i ) 0.5 , ..., (H n ) 0.5 Among them, (H0) 0.5 =0;

[0069] S3.2 Press △R i =(H i ) 0.5 -(H i-1 ) 0.5 Calculate the square root increment of head ΔR1, ..., ΔR at the end of each water storage interval. i ,…,△R n ;

[0070] S3.3 Press △q i =Q i -Q i-1 Calculate the flow increment Δq1, ..., Δq of the downstream weir corresponding to the end of each water storage section. i , …, △q n ;

[0071] S3.4 according to δ 2i =△q i / △R i Calculate the gradient of flow increment δ at the end of each water storage interval. 21 , …, δ 2i , …, δ 2n ;

[0072] S3.5 Calculate the root-square flow difference index η of the seepage prevention structure in each water storage section according to the following formula. 21 , ..., η 2i , …, η2n ;

[0073] η 21 =δ 21 (i=1)

[0074] η 2i =δ 2i -δ 2(i-1) (i>1)

[0075] For continued water storage after defect elimination and elimination of flow interference factors, the calculation of the indicators of the seepage prevention body in the water storage area should be connected from the data at the end of the highest water storage area where the flow of the measuring weir is not affected, and the calculation should be continued according to the above method.

[0076] List the calculation process and results according to Table 2;

[0077] Table 2. Calculation of the average difference index η2 of water head square root flow rate.

[0078]

[0079] S4. Data Validation

[0080] S4.1 Plot the flow-head correlation line with the effective head H in Table 1 as the abscissa and the flow rate Q of the measuring weir as the ordinate, and compare it with the incremental gradient δ1. The gradient increase or decrease should be consistent with the trend of the correlation line.

[0081] S4.2 The square root of the water head H in Table 2 0.5 Plot a correlation line between flow rate and square root head with the weir flow rate Q as the horizontal axis and compare it with the incremental gradient δ2. The gradient increase or decrease should be consistent with the trend of the correlation line.

[0082] S5. Leakage Defect Assessment

[0083] S5.1 If the average flow rate difference index η 1i >0 or η 2i If E > 0, and there are no relevant interfering factors affecting the flow rate of the measuring weir, then E i-1 ~E i The impermeable structure of the water storage area has leakage defects;

[0084] S5.2 If the average flow rate difference index η 1i =0 or η 2i =0, and there are no relevant interfering factors affecting the flow rate of the measuring weir, then E i-1 ~E i The impermeable structure of the water storage area has no leakage defects;

[0085] S5.3 If the average flow rate difference index η 1i <0 or η 2iIf E < 0, and there are no relevant interfering factors affecting the flow rate of the measuring weir, then E i The leakage defects of the underlying impermeable structure have been improved;

[0086] S5.4 If there are relevant interfering factors affecting the flow rate of the measuring weir, the influence of the interfering factors should be eliminated or appropriate technical means should be used for comprehensive analysis and judgment when making a judgment.

[0087] S6. Sort

[0088] The water storage sections are sorted from largest to smallest based on the average flow difference index. The larger the value, the more serious the defects in the seepage prevention structure of the corresponding section.

[0089] A computer-readable storage medium includes a stored computer program, wherein, when the computer program is executed, it controls the device on which the computer-readable storage medium is located to perform the above-described method.

[0090] A computer device, characterized in that the computer device includes a memory, a processor, and a program stored in the memory and executable thereon, wherein the program, when executed by the processor, implements the steps of the above-described method.

[0091] The principle upon which this invention is based:

[0092] The leakage of small-scale seepage defects in the impermeable body can be approximately calculated according to Darcy's law [Q=k·A·H / L], that is, the leakage is directly proportional to the water head, or the increase in leakage is directly proportional to the increase in water head; when the seepage defect becomes large enough, the leakage through the defect can be approximately calculated according to the outflow from the orifice [Q=μ·A·(2gH)]. 0.5 The calculation shows that the leakage is proportional to the square root of the water head, or the increase in leakage is proportional to the increase in the square root of the water head.

[0093] The above leakage calculation formula uses the head coefficient [kA / L] or the square root head coefficient [μA(2g)]. 0.5 The coefficient is positively correlated with the severity of the defect; that is, the more severe the defect, the larger the coefficient. This invention collectively refers to these two coefficients as the flow rate difference index. In the case of Darcy's law, it is called the head-flow rate difference index η1, and in the case of orifice outflow, it is called the head-square root flow rate difference index η2. For the defect coefficient of the seepage barrier in a certain water storage section, it can be obtained by averaging the flow rate increment of the seepage barrier in that section according to the head increment or the head-square root increment, i.e., η1 = kA / L = ΔQ / ΔH or η2 = μA(2g). 0.5 =△Q / △H 0.5For a certain water storage section where there are multiple unknown defects in the seepage prevention body, this coefficient is the comprehensive coefficient of multiple unknown defects. For the intermediate state where the leakage state of the unknown defects partially conforms to Darcy's law and partially conforms to the orifice outflow, the degree of leakage defect is between the two boundary states, and it is only necessary to calculate η1 and η2 respectively for definition and evaluation.

[0094] The following section further derives the calculation formulas for the flow rate difference indices η1 and η2, based on actual engineering conditions. Assuming a flawless impermeable structure that does not leak, and the bottom elevation of the impermeable structure is E0, with water storage divided into n intervals starting at E0, then:

[0095] The initial water level and the final water level elevation of each water storage section are E0, E1, ..., E i , ..., E n ;

[0096] The water heads acting on the impermeable body at the beginning of water storage and at the end of each water storage interval are H0(0), H1, ..., H, respectively. i H n ;

[0097] The initial flow rates of water storage and the steady-state flow rates of the measuring weirs after the final dam in each water storage section are Q0, Q1, ..., Q. i Q n ;

[0098] The head increments at the end of each water storage interval are Δh1, ..., Δh i , ..., △h n ;

[0099] The incremental flow rates of the downstream weirs at the end of each reservoir section are Δq1, ..., Δq, respectively. i , …, △q n ;

[0100] (1) If the defect conforms to Darcy's law of seepage, then

[0101] The average difference in head flow rate of the seepage prevention body in each water storage section is η. 11 , ..., η 1i , ..., η 1n ;

[0102]

[0103] Δq1=η 11 ×Δh1 (i=1) ③

[0104] From equation ①, we get

[0105]

[0106] From equation ②, we get

[0107]

[0108] Subtracting both sides of equations ④ and ⑤ simultaneously, we get...

[0109] η 1i =Δq i / Δh i -Δq i-1 / Δh i-1 (i>1) ⑥

[0110] Let δ 1i =△q i / △h i And let δ1 be defined as the gradient of the flow increment when Darcy's law is satisfied, then

[0111] From equations ③ and ⑥, we get

[0112] η 11 =Δq1 / Δh1=δ 11 (i=1) ⑦

[0113] η 1i =δ 1i -δ 1(i-1) (i>1) ⑧

[0114] (2) If the defect matches the orifice outflow condition, then

[0115] The average difference index of the root-square flow rate of the seepage prevention body in each water storage section is η. 21 , ..., η 2i , ..., η 2n ; and let δ 2i =△q i / △R i , where △R i =(H i ) 0.5 -(H i-1 ) 0.5 And δ2 is defined as the flow increment gradient that matches the orifice outflow. Similarly, we can obtain

[0116] η 21 =Δq1 / ΔR1=δ 21 (i=1) ⑨

[0117] η 2i =δ 2i -δ 2(i-1) (i>1) ⑩ Example:

[0118] For a reinforced concrete panel dam in a certain project, the leakage defects of the panel are analyzed and evaluated according to the method of the present invention. The steps are as follows.

[0119] Step 1: Gather basic information:

[0120] Water storage began on November 14, 20*3, with the bottom elevation (E0) of the panel at 79.00m.

[0121] On December 8, 20*3, the water level reached 136m, with an effective head of 57m, and the measuring weir began to overflow (i.e., not 0L / s);

[0122] On December 18, 20*3, the reservoir reached a depth of 173m, with an effective head of 94m and a flow rate of 11.2L / s.

[0123] On January 20, 20*4, the reservoir reached a depth of 215.5m, with an effective head of 136.5m and a flow rate of 57.1L / s.

[0124] On March 5, 20*4, the reservoir reached a depth of 240m, with an effective head of 161m and a flow rate of 299.5L / s (exceeding the design value of 299.4L / s).

[0125] On March 28, 20*4, the reservoir reached a depth of 241.67m, with an effective head of 162.67m and a flow rate of 335L / s.

[0126] From early May to July 2, 20*4, defect repairs were carried out, and the flow rate of the measuring weir was reduced to 290L / s.

[0127] The reservoir continued to store water on July 5, 20*4;

[0128] On August 27, 20*4, the water level reached 265m, the effective head was 186m, and the flow rate of the measuring weir was 433L / s.

[0129] On October 2, 20*4, the reservoir reached a depth of 268m, with an effective head of 189m and a flow rate of 451.4L / s.

[0130] On October 9, 20*4, the reservoir reached a depth of 270m, with an effective head of 191m and a flow rate of 469.9L / s.

[0131] Step 2, calculate the head-flow rate difference index:

[0132] Calculate the head increment Δh at the end of each water storage interval. i ;

[0133] Calculate the increase in flow rate Δq of the downstream weir at the end of each water storage interval. i ;

[0134] Calculate the flow increment gradient δ1 at the end of each water storage interval;

[0135] Calculate the head flow difference index η1 of the seepage prevention body in each water storage section;

[0136] Among them, on July 2, 20*4, the defect handling was completed, but the scope of the defect handling was unknown; it is certain that the defect handling did not affect the data on December 8, 20*3 (when the water measuring weir began to overflow, it was assumed that the seepage prevention body below the water level on that day was defect-free and no handling was carried out). The data after the defect handling and the subsequent water storage area will be used as the data for the subsequent water storage area to continue the calculation.

[0137] The calculation process and results are listed in Table 3.

[0138] Step 3: Calculate the square root mean flow rate difference index:

[0139] Calculate the square root of the water head (H) acting on the impermeable body at the beginning of water storage and at the end of each water storage interval. i ) 0.5 ;

[0140] Calculate the square root increment of water head ΔR at the end of each water storage interval. i ;

[0141] Calculate the increase in flow rate Δq of the downstream weir at the end of each water storage interval. i ;

[0142] Calculate the flow increment gradient δ2 at the end of each water storage interval;

[0143] Calculate the average difference index η2 of the water head square root flow rate of the seepage prevention body in each water storage section;

[0144] Among them, on July 2, 20*4, the defect handling was completed, but the scope of the defect handling was unknown; it is certain that the defect handling did not affect the data on December 8, 20*3 (when the water measuring weir began to overflow, it was assumed that the seepage prevention body below the water level on that day was defect-free and no handling was carried out). The data after the defect handling and the subsequent water storage area will be used as the data for the subsequent water storage area to continue the calculation.

[0145] The calculation process and results are listed in Table 4.

[0146] Table 3. Calculation process and results of the head-discharge average difference index η1.

[0147]

[0148] Table 4. Calculation process and results of the average difference index η2 of water head square root flow rate.

[0149]

[0150] Step 4, Data Validation:

[0151] Plot a flow-head correlation line with the effective head H in Table 3 as the x-axis and the weir flow rate Q as the y-axis (e.g., ...). Figure 2The gradient was compared with the incremental gradient δ1, and the gradient increase or decrease was consistent with the trend of the correlation line.

[0152] The square root of the water head H in Table 4 0.5 Plot a correlation line between flow rate and square root head, with the weir flow rate Q as the horizontal axis and the weir flow rate Q as the vertical axis (e.g., Figure 3 The gradient was compared with the incremental gradient δ2, and the gradient increase or decrease was consistent with the trend of the correlation line.

[0153] The calculation results were verified to be error-free.

[0154] Step 5, Leakage Defect Assessment:

[0155] The calculation results show that the average flow difference index η in each water storage zone above the water level of 136m... 1i or η 2i All values ​​are greater than 0, indicating that the seepage prevention structures in all water storage sections above 136m have varying degrees of leakage defects.

[0156] At a water level of 241.67m, the average flow rate difference index η after defect treatment 1i or η 2i All values ​​are less than 0, indicating that the leakage defects of the seepage prevention structure below the water level of 241.67m have been improved after the defect treatment, and the defect treatment has had some effect.

[0157] Step 6, Sort:

[0158] The water storage sections (seepage prevention bodies) were sorted from largest to smallest according to the average flow difference index, and the results are shown in Table 5.

[0159] Table 5 Ranking of Leakage Defects in the Impermeable Structures of the Water Storage Section

[0160]

[0161] The flow rate difference method of this invention uses the flow rate data of the downstream weir of each water storage section as the flow rate difference index for defect analysis and evaluation of each section. The difference between the average value of the flow rate increment and the average value of the head increment of adjacent water storage sections or the difference between the flow rate increment and the average value of the square root increment of the head is used to determine the area where leakage defects occur and evaluate the degree of leakage defects. This can guide subsequent defect investigation and elimination work.

[0162] In the above embodiments, implementation can be achieved, in whole or in part, through software, hardware, firmware, or any combination thereof. When implemented, in whole or in part, as a computer program product, the computer program product includes one or more computer instructions. When the computer program instructions are loaded or executed on a computer, all or part of the processes or functions described in the embodiments of the present invention are generated. The computer can be a general-purpose computer, a special-purpose computer, a computer network, or other programmable device. The computer instructions can be stored in a computer-readable storage medium or transmitted from one computer-readable storage medium to another. For example, the computer instructions can be transmitted from one website, computer, server, or data center to another website, computer, server, or data center via wired (e.g., coaxial cable, fiber optic, digital subscriber line (DSL) or wireless (e.g., infrared, wireless, microwave, etc.) means. The computer-readable storage medium can be any available medium that a computer can access or a data storage device such as a server or data center that integrates one or more available media. The available medium can be a magnetic medium (e.g., floppy disk, hard disk, magnetic tape) or an optical medium.

[0163] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. An analytical method for quantitatively evaluating the degree of leakage defects using the flow rate difference method, characterized in that, Includes the following steps: S1. Gathering basic information Before water impoundment (S1.1), the impoundment process is divided into as many intervals as possible. The starting water level and the ending water level of each impoundment interval are E0, E1, ..., E... i , ..., E n Where E0 equals the elevation of the bottom of the impermeable body; S1.2 Press H i =E i -E0 calculates the action head H acting on the impermeable body at the beginning of water storage and at the end of each water storage interval, which are H0, H1, ..., H1, respectively. i H n Where H0 = 0; S1.3 When the reservoir water level reaches E0, E1, ..., E i , ..., E n Elevation, the measured water level elevation and the weir flow rate Q when both the downstream water level elevation and the downstream weir flow rate are stable, are respectively Q0, Q1, ..., Q i Q n Simultaneously record the time when the flow rate of the measuring weir stabilizes, the water level elevation, and any relevant interfering factors that may affect the flow rate of the measuring weir. S1.4 Record the time when the measuring weir begins to overflow, the water level elevation, and the flow rate of the measuring weir, and include this set of data in the above sequence; S2. Calculation of the average head-discharge difference index S2.1 Press △h i =H i -H i-1 Calculate the head increment Δh1, ..., Δh at the end of each water storage interval. i , ..., △h n ; S2.2 according to △q i =Q i -Q i-1 Calculate the flow increment Δq1, ..., Δq of the downstream weir corresponding to the end of each water storage section. i , …, △q n ; S2.3 according to δ 1i =△q i / △h i Calculate the gradient of flow increment δ at the end of each water storage interval. 11 , …, δ 1i , …, δ 1n ; S2.4 Calculate the head-flow difference index η of the seepage prevention body in each water storage section according to the following formula. 11 , ..., η 1i , ..., η 1n ; or 11 =d 11 (i=1) or 1i =d 1i -d 1(i-1) (i>1) For continued water storage after defect elimination and elimination of flow interference factors, the calculation of the indicators of the seepage prevention body in the water storage area should be connected from the data at the end of the highest water storage area where the flow of the measuring weir is not affected, and the calculation should be continued according to the above method. List the calculation process and results according to Table 1; Table 1. Calculation of the average difference index η1 in head-discharge ratio. S3. Calculate the square root mean flow rate index. S3.1 Calculate the square root (H0) of the water head acting on the impermeable body at the beginning of water storage and at the end of each water storage interval. 0.5 (H1) 0.5 , ..., (H i ) 0.5 , ..., (H n ) 0.5 Among them, (H0) 0.5 =0; S3.2 Press △R i =(H i ) 0.5 -(H i-1 ) 0.5 Calculate the square root increment of head ΔR1, ..., ΔR at the end of each water storage interval. i ,…,△R n ; S3.3 Press △q i =Q i -Q i-1 Calculate the flow increment Δq1, ..., Δq of the downstream weir corresponding to the end of each water storage section. i , …, △q n ; S3.4 according to δ 2i =△q i / △R i Calculate the gradient of flow increment δ at the end of each water storage interval. 21 , …, δ 2i , …, δ 2n ; S3.5 Calculate the root-square flow difference index η of the seepage prevention structure in each water storage section according to the following formula. 21 , ..., η 2i , …, η2 n ; or 21 =d 21 (i=1) or 2i =d 2i -d 2(i-1) (i>1) For continued water storage after defect elimination and elimination of flow interference factors, the calculation of the indicators of the seepage prevention body in the water storage area should be connected from the data at the end of the highest water storage area where the flow of the measuring weir is not affected, and the calculation should be continued according to the above method. List the calculation process and results according to Table 2; Table 2. Calculation of the average difference index η2 of water head square root flow rate. S4. Data Validation S4.1 Plot the flow-head correlation line with the effective head H in Table 1 as the abscissa and the flow rate Q of the measuring weir as the ordinate, and compare it with the incremental gradient δ1. The gradient increase or decrease should be consistent with the trend of the correlation line. S4.2 The square root of the water head H in Table 2 0.5 Plot a correlation line between flow rate and square root head with the weir flow rate Q as the horizontal axis and compare it with the incremental gradient δ2. The gradient increase or decrease should be consistent with the trend of the correlation line. S5. Leakage Defect Assessment S5.1 If the average flow rate difference index η 1i >0 or η 2i If E > 0, and there are no relevant interfering factors affecting the flow rate of the measuring weir, then E i-1 ~E i The impermeable structure of the water storage area has leakage defects; S5.2 If the average flow rate difference index η 1i =0 or η 2i =0, and there are no relevant interfering factors affecting the flow rate of the measuring weir, then E i-1 ~E i The impermeable structure of the water storage area has no leakage defects; S5.3 If the average flow rate difference index η 1i <0 or η 2i If E < 0, and there are no relevant interfering factors affecting the flow rate of the measuring weir, then E i The leakage defects of the underlying impermeable structure have been improved; S5.4 If there are relevant interfering factors affecting the flow rate of the measuring weir, the influence of the interfering factors should be eliminated or appropriate technical means should be used for comprehensive analysis and judgment when making a judgment. S6. Sort The water storage sections are sorted from largest to smallest based on the average flow difference index. The larger the value, the more serious the defects in the seepage prevention structure of the corresponding section.

2. A computer-readable storage medium, characterized in that, The computer-readable storage medium includes a stored computer program, wherein, when the computer program is executed, it controls the device on which the computer-readable storage medium is located to perform the method as described in claim 1.

3. A computer device, characterized in that, The computer device includes a memory, a processor, and a program stored in and executable on the memory, the program being executed by the processor to implement the steps of the method as claimed in claim 1.

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