Analysis method for quantitatively evaluating leakage defect degree by adopting flow average difference method and application thereof

Abstract

The invention discloses an analysis method for quantitatively evaluating the leakage defect degree through a flow average difference method and application, and belongs to the technical field of water conservancy and hydropower engineering safety monitoring. The difference between the average values of the flow increment and the water head increment of the adjacent water storage intervals or the difference between the average values of the flow increment and the water head square root increment of the adjacent water storage intervals serves as a flow average difference index for defect analysis and evaluation of all the intervals, so that the area where the leakage defect occurs is judged, the degree of the leakage defect is evaluated, and follow-up defect investigation and defect elimination work can be guided.

Description

Technical Field

[0001] The present invention belongs to the technical field of water conservancy and hydropower project safety monitoring, and in particular relates to an analysis method for quantitatively evaluating the degree of leakage defects by using a flow mean difference method and its application. Background Art

[0002] The first water storage period is an important period for testing the quality of the dam's anti-seepage system. At present, the simple method of evaluating the leakage defects of the anti-seepage body based on the flow analysis of the water measuring weir behind the dam mostly adopts qualitative comparison and drawing methods, that is, comparing with the design warning value and drawing the water level and flow process line or correlation line. When the water measuring weir flow is greater than the design warning value and is obviously correlated with the reservoir water level, it means that the anti-seepage system has leakage defects. The more it exceeds the design warning value and the more obvious the correlation is, the more serious the defect is. However, it is difficult to determine the area where the leakage defect occurs and quantitatively evaluate the extent of the leakage defect, and it cannot guide subsequent defect investigation and elimination work. Summary of the Invention

[0003] In response to the problems existing in the prior art, the present invention provides an analysis method and its application for quantitatively evaluating the degree of leakage defects using the flow mean difference method based on the flow data of the water measuring weir behind the dam in each water storage interval.

[0004] The present invention is achieved by providing an analytical method for quantitatively evaluating the degree of leakage defects using a flow mean difference method, comprising the following steps:

[0005] S1. Collect basic information

[0006] S1.1 Before water storage, the water storage process is divided into as many intervals as possible. The water level elevations at the start of water storage and at the end of each water storage interval are E0, E1, ..., E i ,…,E n , where E0 is equal to the elevation of the bottom of the anti-seepage body;

[0007] S1.2 Press H i =E i -E0 calculates the hydraulic heads H acting on the anti-seepage body at the beginning of water storage and at the end of each water storage interval, respectively: H0, H1, ..., H i ,…,H n ; Where H0 = 0;

[0008] S1.3 When the reservoir water level reaches E0, E1, ..., E i ,…,E n The water level elevation and the weir flow rate Q behind the dam are measured when both the water level elevation and the weir flow rate are stable. The corresponding values ​​are Q0, Q1, ..., Q i ,…,Q n At the same time, record the time when the water weir behind the dam stabilizes the flow, the water level elevation, and related interference factors that may affect the flow of the water weir;

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

[0010] S2. Calculate the head and flow difference index

[0011] S2.1 Press △h i =H i -H i-1 Calculate the head increment △h1,…,△h corresponding to the end of each water storage interval i ,…,△h n ;

[0012] S2.2 Press △q i =Q i -Q i-1 Calculate the flow increment △q1,…,△q at the end of each water storage interval corresponding to the water measuring weir behind the dam i ,…,△q n ;

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

[0014] S2.4 Calculate the head-flow average difference index η of the anti-seepage 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] If water is continued to be stored after the defect is eliminated and the flow interference factors are eliminated, the calculation of the indicators of the anti-seepage body in the water storage interval should be connected with the data at the end of the highest water storage interval where the flow of the 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 table of head and flow rate difference index η1

[0020]

[0021] S3. Calculate the square root of the head and flow rate difference index

[0022] S3.1 Calculate the square root of the water head (H0) acting on the impermeable structure 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 water head corresponding to the end of each water storage interval △R1,…,△R i ,…,△R n ;

[0024] S3.3 Press △q i =Q i -Q i-1 Calculate the flow increment △q1,…,△q at the end of each water storage interval corresponding to the water measuring weir behind the dam i ,…,△q n ;

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

[0026] S3.5 Calculate the square root flow rate difference index η of each water storage section anti-seepage body 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] If water is continued to be stored after the defect is eliminated and the flow interference factors are eliminated, the calculation of the indicators of the anti-seepage body in the water storage interval should be connected with the data at the end of the highest water storage interval where the flow of the 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 table of the square root flow rate difference index η2

[0032]

[0033] S4. Data Verification

[0034] S4.1 Use the applied hydraulic head H in Table 1 as the abscissa and the weir discharge Q as the ordinate to draw the flow-head correlation line, and compare it with the incremental gradient δ1. The increase or decrease in the gradient should be consistent with the trend of the correlation line.

[0035] S4.2 Take the square root of the acting head H in Table 2 0.5 As the horizontal coordinate, the flow rate Q of the measuring weir is used as the vertical coordinate to draw the flow rate-water head square root correlation line, and compare it with the incremental gradient δ2. The increase or decrease of the gradient should be consistent with the change trend of the correlation line;

[0036] S5. Leakage defect judgment

[0037] S5.1 If the average flow difference index η 1i >0 or η 2i > 0, and there are no relevant interference factors that affect the flow of the water measuring weir, then E i-1 ~E i There are leakage defects in the anti-seepage body between the water storage areas;

[0038] S5.2 If the average flow difference index η 1i =0 or η 2i = 0, and there are no relevant interference factors that affect the flow of the water measuring weir, then E i-1 ~E i There are no leakage defects in the anti-seepage body between the water storage areas;

[0039] S5.3 If the average flow difference index η 1i <0 or η 2i <0, and there are no relevant interference factors that affect the flow of the water measuring weir, then E i The leakage defect of the anti-seepage body underneath has been improved;

[0040] S5.4 If there are relevant interfering factors that affect the flow rate of the water measuring weir, the influence of the interfering factors must be eliminated or appropriate technical means must be used for comprehensive analysis and judgment;

[0041] S6. Sorting

[0042] The water storage interval sections are sorted from large to small according to the mean flow difference index. The larger the value, the more serious the anti-seepage defects of the corresponding section.

[0043] A computer-readable storage medium includes a stored computer program, wherein when the computer program is executed, the device where the computer-readable storage medium is located is controlled to execute the above method.

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

[0045] The advantages and technical effects of the present invention include: The flow mean difference method can quantitatively analyze and evaluate leakage defects in anti-seepage structures, determine the location of leakage defects, quantitatively evaluate the extent of leakage defects, and guide subsequent defect investigation and elimination. This invention, for the first time, proposes using flow mean difference as a metric for leakage defects and provides a calculation process and data verification steps, expanding the methods for analyzing and evaluating leakage defects in anti-seepage structures and promoting advancements in monitoring technology. BRIEF DESCRIPTION OF THE DRAWINGS

[0046] Figure 1 This is a flow chart of the analysis method for quantitatively evaluating the degree of leakage defects using the flow mean difference method of the present invention;

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

[0048] Figure 3 : is the flow-head square root correlation line of the embodiment of the present invention. DETAILED DESCRIPTION

[0049] In order to make the purpose, technical solutions and advantages of the present invention more clearly understood, the present 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 only used to explain the present invention and are not intended to limit the present invention.

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

[0051] S1. Collect basic information

[0052] S1.1 Before water storage, the water storage process is divided into as many intervals as possible. The water level elevations at the start of water storage and at the end of each water storage interval are E0, E1, ..., E i ,…,E n , where E0 is equal to the elevation of the bottom of the impermeable body;

[0053] S1.2 Press H i =E i-E0 calculates the hydraulic heads H acting on the anti-seepage body at the beginning of water storage and at the end of each water storage interval, respectively: H0, H1, ..., H i ,…,H n ; Where H0 = 0;

[0054] S1.3 When the reservoir water level reaches E0, E1, ..., E i ,…,E n The water level elevation and the weir flow rate Q behind the dam are measured when both the water level elevation and the weir flow rate are stable. The corresponding values ​​are Q0, Q1, ..., Q i ,…,Q n At the same time, record the time when the water weir behind the dam stabilizes the flow, the water level elevation, and related interference factors that may affect the flow of the water weir;

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

[0056] S2. Calculate the head and flow difference index

[0057] S2.1 Press △h i =H i -H i-1 Calculate the head increment △h1,…,△h corresponding to the end of each water storage interval i ,…,△h n ;

[0058] S2.2 Press △q i =Q i -Q i-1 Calculate the flow increment △q1,…,△q at the end of each water storage interval corresponding to the water measuring weir behind the dam i ,…,△q n ;

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

[0060] S2.4 Calculate the head-flow average difference index η of the anti-seepage 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] If water is continued to be stored after the defect is eliminated and the flow interference factors are eliminated, the calculation of the indicators of the anti-seepage body in the water storage interval should be connected with the data at the end of the highest water storage interval where the flow of the 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 table of head and flow rate difference index η1

[0066]

[0067] S3. Calculate the square root of the head and flow rate difference index

[0068] S3.1 Calculate the square root of the water head (H0) acting on the impermeable structure 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 water head corresponding to the end of each water storage interval △R1,…,△R i ,…,△R n ;

[0070] S3.3 Press △q i =Q i -Q i-1 Calculate the flow increment △q1,…,△q at the end of each water storage interval corresponding to the water measuring weir behind the dam i ,…,△q n ;

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

[0072] S3.5 Calculate the square root flow rate difference index η of each water storage section anti-seepage body 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] If water is continued to be stored after the defect is eliminated and the flow interference factors are eliminated, the calculation of the indicators of the anti-seepage body in the water storage interval should be connected with the data at the end of the highest water storage interval where the flow of the 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 table of the square root flow rate difference index η2

[0078]

[0079] S4. Data Verification

[0080] S4.1 Use the applied hydraulic head H in Table 1 as the abscissa and the weir discharge Q as the ordinate to draw the flow-head correlation line, and compare it with the incremental gradient δ1. The increase or decrease in the gradient should be consistent with the trend of the correlation line.

[0081] S4.2 Take the square root of the acting head H in Table 2 0.5 As the horizontal coordinate, the flow rate Q of the measuring weir is used as the vertical coordinate to draw the flow rate-water head square root correlation line, and compare it with the incremental gradient δ2. The increase or decrease of the gradient should be consistent with the change trend of the correlation line;

[0082] S5. Leakage defect judgment

[0083] S5.1 If the average flow difference index η 1i >0 or η 2i > 0, and there are no relevant interference factors that affect the flow of the water measuring weir, then E i-1 ~E i There are leakage defects in the anti-seepage body between the water storage areas;

[0084] S5.2 If the average flow difference index η 1i =0 or η 2i = 0, and there are no relevant interference factors that affect the flow of the water measuring weir, then E i-1 ~E i There are no leakage defects in the anti-seepage body between the water storage areas;

[0085] S5.3 If the average flow difference index η 1i <0 or η 2i<0, and there are no relevant interference factors affecting the flow of the water measuring weir, then E i The leakage defect of the anti-seepage body underneath has been improved;

[0086] S5.4 If there are relevant interfering factors that affect the flow rate of the water measuring weir, the influence of the interfering factors must be eliminated or appropriate technical means must be used for comprehensive analysis and judgment;

[0087] S6. Sorting

[0088] The water storage interval sections are sorted from large to small according to the mean flow difference index. The larger the value, the more serious the anti-seepage defects of the corresponding section.

[0089] A computer-readable storage medium includes a stored computer program, wherein when the computer program is executed, the device where the computer-readable storage medium is located is controlled to execute the above method.

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

[0091] The principle of the present invention is:

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

[0093] The head coefficient [kA / L] or the square root coefficient [μA(2g)] of the above leakage calculation formula 0.5 ] is positively correlated with the severity of the defect, that is, the more severe the defect, the greater the coefficient. In the present invention, these two coefficients are collectively referred to as flow mean difference indexes. The corresponding Darcy's law state is called the head flow mean difference index η1, and the corresponding orifice outflow state is called the head square root flow mean difference index η2. For the defect coefficient of the anti-seepage body of a certain water storage interval, the flow increment of the anti-seepage body of only the water storage interval can be averaged according to the head increment or the head square root increment, that is, η1=kA / L=△Q / △H or η2=μA(2g) 0.5 =△Q / △H 0.5; For the case where there are multiple unknown defects in the anti-seepage body of a certain water storage interval, this coefficient is the comprehensive coefficient of multiple unknown defects; for the intermediate state where the leakage state of 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 separately for definition and evaluation.

[0094] Next, we will further derive the calculation formulas for the average flow difference indicators η1 and η2 based on the actual project situation. Assuming that the impermeable body is leak-proof and the bottom elevation of the impermeable body is E0, the water storage is divided into n intervals with E0 as the initial water level. Then:

[0095] The water level elevations at the start of water storage and at the end of each water storage interval are E0, E1, ..., E i ,…,E n ;

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

[0097] The stable flow rates of the water measuring weirs at the beginning of water storage and at the end of each water storage interval are Q0, Q1, ..., Q i ,…,Q n ;

[0098] The corresponding head increments at the end of each water storage interval are △h1,…,△h i ,…,△h n ;

[0099] The flow increments of the water measuring weirs behind the dam at the end of each water storage interval are △q1,…,△q i ,…,△q n ;

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

[0101] The head and flow difference indexes of the anti-seepage bodies in each water storage area are η 11 ,…,η 1i ,…,η 1n ;

[0102]

[0103] Δq1=η 11 ×Δh1 (i=1) ③

[0104] From formula ①, we get

[0105]

[0106] From formula ②, we can get

[0107]

[0108] Subtract both sides of equations ④ and ⑤ simultaneously to obtain

[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 define δ1 as the flow increment gradient when Darcy's law is met, then

[0111] From formula ③ and formula ⑥, we can 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 meets the orifice outflow condition, then

[0115] The mean difference indexes of the water head square root flow rate of the anti-seepage body in each water storage interval are 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 define δ2 as the flow rate increment gradient when the orifice flows out, and similarly we can get

[0116] η 21 =Δq1 / ΔR1=δ 21 (i=1) ⑨

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

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

[0119] Step 1: Collect basic information:

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

[0121] On December 8, 20*3, the reservoir reached 136m, the working head was 57m, and the weir began to overflow (i.e., not 0 L / s);

[0122] On December 18, 20*3, the reservoir was filled to 173m, the working head was 94m, and the flow rate at the weir was 11.2L / s;

[0123] On January 20, 20*4, the reservoir was filled to 215.5m, the working head was 136.5m, and the flow rate at the weir was 57.1L / s;

[0124] On March 5, 20*4, the reservoir was filled to 240m, the working head was 161m, and the flow rate at the weir was 299.5L / s (exceeding the design value of 299.4L / s);

[0125] On March 28, 20*4, the reservoir was filled to 241.67m, the working head was 162.67m, and the flow rate at the weir was 335L / s;

[0126] Defect treatment was carried out from early May to July 2, 20*4, and the flow rate of the water measuring weir was reduced to 290L / s.

[0127] On July 5, 20*4, the reservoir continued to store water;

[0128] On August 27, 20*4, the reservoir was filled to 265m, the working head was 186m, and the flow rate at the weir was 433L / s;

[0129] On October 2, 20*4, the reservoir was filled to 268m, the working head was 189m, and the flow rate at the weir was 451.4L / s;

[0130] On October 9, 20*4, the reservoir was stored at 270m, the effective head was 191m, and the flow rate at the weir was 469.9L / s.

[0131] Step 2: Calculate the head and flow difference index:

[0132] Calculate the head increment △h corresponding to the end of each water storage interval i ;

[0133] Calculate the flow increment △q of the water measuring weir behind the dam corresponding to 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 average difference index η1 of the anti-seepage body in each water storage interval;

[0136] Defect treatment was completed on July 2, 20*4, but the extent of the defect treatment is unknown. It is certain that the defect treatment did not affect the data from December 8, 20*3 (when the weir began to overflow and the impermeable structure below the water level on that day was considered to be free of defects and not treated). The data after the defect treatment and the subsequent water storage interval will be used as the data for the subsequent water storage interval for continued calculations.

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

[0138] Step 3: Calculate the square root of the head and the mean flow difference index:

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

[0140] Calculate the square root increment of water head △R corresponding to the end of each water storage interval i ;

[0141] Calculate the flow increment △q of the water measuring weir behind the dam corresponding to the end of each water storage interval i ;

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

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

[0144] Defect treatment was completed on July 2, 20*4, but the extent of the defect treatment is unknown. It is certain that the defect treatment did not affect the data from December 8, 20*3 (when the weir began to overflow and the impermeable structure below the water level on that day was considered to be free of defects and not treated). The data after the defect treatment and the subsequent water storage interval will be used as the data for the subsequent water storage interval for continued calculations.

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

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

[0147]

[0148] Table 4 Calculation process and results of the square root flow difference index η2

[0149]

[0150] Step 4: Data verification:

[0151] The flow-head correlation line is drawn with the action head H in Table 3 as the horizontal coordinate and the weir flow Q as the vertical coordinate (e.g. Figure 2), and compared with the incremental gradient δ1, the increase and decrease of the gradient is consistent with the change trend of the correlation line;

[0152] Take the square root of the water head H in Table 4 0.5 As the horizontal axis, the flow rate Q of the water measuring weir is used as the vertical axis to draw the flow rate-water head square root correlation line (such as Figure 3 ), and compared with the incremental gradient δ2, the gradient increase and decrease are consistent with the trend of the correlation line;

[0153] After verification, the calculation results are error-free.

[0154] Step 5: Leakage defect judgment:

[0155] According to the calculation results, the average flow difference index η of each water storage interval above the water level of 136m is 1i or η 2i All are greater than 0, indicating that the anti-seepage bodies in each water storage area above the water level of 136m have leakage defects to varying degrees;

[0156] At the water level of 241.67m, the average flow difference index η after defect treatment 1i or η 2i They are all less than 0, indicating that the leakage defects of the anti-seepage body below the water level of 241.67m have been improved after the defect treatment, and the defect treatment has achieved some results.

[0157] Step 6: Sorting:

[0158] The water storage interval sections (anti-seepage bodies) are sorted from large to small according to the average flow difference index. The results are shown in Table 5.

[0159] Table 5 Ranking results of leakage defect degree of anti-seepage body in water storage section

[0160]

[0161] The flow mean difference method of the present invention uses the flow data of the water measuring weir behind the dam in each water storage interval as the flow mean difference index for defect analysis and evaluation of each interval, by taking the difference between the mean of the flow increment and the head increment of adjacent water storage intervals or the difference between the mean of the flow increment and the square root of the head increment. This is used to determine the area where leakage defects occur and evaluate the degree of leakage defects, which can guide subsequent defect detection and elimination work.

[0162] In the above embodiments, it can be implemented in whole or in part by software, hardware, firmware or any combination thereof. When implemented in whole or in part in the form of 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, the process or function described in the embodiment of the present invention is generated in whole or in part. 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 computer-readable storage medium. 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 a wired (e.g., coaxial cable, optical fiber, digital subscriber line (DSL) or wireless (e.g., infrared, wireless, microwave, etc.)) method. 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 includes one or more available media integrated. The available medium can be a magnetic medium (e.g., a floppy disk, a hard disk, a 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 in the scope of protection of the present invention.

Claims

1. An analytical method for quantitatively evaluating the degree of leakage defects using the flow mean difference method, characterized in that: The following steps are involved: S1. Collect basic information S1.1 Before water storage, the water storage process is divided into as many intervals as possible. The water level elevations at the start of water storage and at the end of each water storage interval are E0, E1, ..., E i ,…,E n , where E0 is equal to the elevation of the bottom of the anti-seepage body; S1.2 Press H i =E i -E0 calculates the hydraulic heads H acting on the anti-seepage body at the beginning of water storage and at the end of each water storage interval, respectively: H0, H1, ..., H i ,…,H n ; Where H0 = 0; S1.3 When the reservoir water level reaches E0, E1, ..., E i ,…,E n The water level elevation and the weir flow rate Q behind the dam are measured when both the water level elevation and the weir flow rate are stable. The corresponding values ​​are Q0, Q1, ..., Q i ,…,Q n At the same time, record the time when the water weir behind the dam stabilizes the flow, the water level elevation, and related interference factors that may affect the flow of the water weir; S1.4 Record the time when the weir begins to overflow, the water level elevation, and the weir discharge, and include this data in the above sequence; S2. Calculate the head and flow difference index S2.1 Press △h i =H i -H i-1 Calculate the head increment △h1,…,△h corresponding to the end of each water storage interval i ,…,△h n ; S2.2 Press △q i =Q i -Q i-1 Calculate the flow increment △q1,…,△q at the end of each water storage interval corresponding to the water measuring weir behind the dam i ,…,△q n ; S2.3 Press δ 1i =△q i / △h i Calculate the flow increment gradient δ at the end of each water storage interval 11 ,…,δ 1i ,…,δ 1n ; S2.4 Calculate the head-flow average difference index η of the anti-seepage 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) If water is continued to be stored after the defect is eliminated and the flow interference factors are eliminated, the calculation of the indicators of the anti-seepage body in the water storage interval should be connected with the data at the end of the highest water storage interval where the flow of the 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 table of head and flow rate difference index η1 S3. Calculate the square root of the head and flow rate difference index S3.1 Calculate the square root of the water head (H0) acting on the impermeable structure 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 water head corresponding to the end of each water storage interval △R1,…,△R i ,…,△R n ; S3.3 Press △q i =Q i -Q i-1 Calculate the flow increment △q1,…,△q at the end of each water storage interval corresponding to the water measuring weir behind the dam i ,…,△q n ; S3.4 Press δ 2i =△q i / △R i Calculate the flow increment gradient δ at the end of each water storage interval 21 ,…,δ 2i ,…,δ 2n ; S3.5 Calculate the square root flow rate difference index η of each water storage section anti-seepage body 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) If water is continued to be stored after the defect is eliminated and the flow interference factors are eliminated, the calculation of the indicators of the anti-seepage body in the water storage interval should be connected with the data at the end of the highest water storage interval where the flow of the 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 table of the square root flow rate difference index η2 S4. Data Verification S4.1 Use the applied hydraulic head H in Table 1 as the abscissa and the weir discharge Q as the ordinate to draw the flow-head correlation line, and compare it with the incremental gradient δ1. The increase or decrease in the gradient should be consistent with the trend of the correlation line. S4.2 Take the square root of the acting head H in Table 2 0.5 As the horizontal coordinate, the flow rate Q of the measuring weir is used as the vertical coordinate to draw the flow rate-water head square root correlation line, and compare it with the incremental gradient δ2. The increase or decrease of the gradient should be consistent with the change trend of the correlation line; S5. Leakage defect judgment S5.1 If the average flow difference index η 1i >0 or η 2i > 0, and there are no relevant interference factors that affect the flow of the water measuring weir, then E i-1 ~E i There are leakage defects in the anti-seepage body between the water storage areas; S5.2 If the average flow difference index η 1i =0 or η 2i = 0, and there are no relevant interference factors that affect the flow of the water measuring weir, then E i-1 ~E i There are no leakage defects in the anti-seepage body between the water storage areas; S5.3 If the average flow difference index η 1i <0 or η 2i <0, and there are no relevant interference factors affecting the flow of the water measuring weir, then E i The leakage defect of the anti-seepage body underneath has been improved; S5.4 If there are relevant interfering factors that affect the flow rate of the water measuring weir, the influence of the interfering factors must be eliminated or appropriate technical means must be used for comprehensive analysis and judgment; S6. Sorting The water storage interval sections are sorted from large to small according to the mean flow difference index. The larger the value, the more serious the anti-seepage defects 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, the device where the computer-readable storage medium is located is controlled to execute the method according to claim 1.

3. A computer device, characterized in that: The computer device includes a memory, a processor, and a program stored and executable on the memory, and the program implements the steps of the method according to claim 1 when executed by the processor.

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