A method and device for determining leakage of joints of foundation pit bottom-drop water-stop curtain

Abstract

The present invention discloses a method and device for determining the leakage at the joints of the bottom-drop water-stop curtain of a foundation pit. The method comprises: obtaining the plane position of the leakage at the joints of the bottom-drop water-stop curtain of the foundation pit and a three-dimensional fluid-solid coupling numerical calculation model; setting different leakage parameters at the joints based on the plane position of the leakage at the joints; calculating the different leakage parameters at the joints in combination with the three-dimensional fluid-solid coupling numerical calculation model to establish a quantitative relationship between the leakage parameters and the groundwater level outside the pit and the ground subsidence; and determining the specific position and range of the leakage at the joints of the bottom-drop water-stop curtain of the foundation pit based on the quantitative relationship. The present invention is applicable to engineering construction where there is a risk of leakage of the bottom-drop water-stop curtain in water-rich strata and leakage point identification is required in the leakage risk area; and is also applicable to the identification of leakage of other types of water-stop curtains where the water-stop curtain penetrates multiple aquifers.

Description

Technical Field

[0001] The present invention relates to the technical field of construction engineering, and in particular to a method and a device for determining leakage at joints of a foundation pit bottom-drop water-stop curtain. Background Art

[0002] With the rapid development of cities today, the shortage of land resources has become an unavoidable problem. The development and utilization of underground space has become a general trend and an effective way to alleviate the tension of urban land.

[0003] In actual projects, due to limitations in construction technology and geological conditions, defects often exist at the joints of drop-down water-stop curtains, leading to leakage. This can endanger the safety of the foundation pit and surrounding buildings, causing ground collapse, pipeline damage, and building cracks. Research on leakage from drop-down water-stop curtains is of great significance to the safety of the foundation pit and the surrounding environment. Summary of the Invention

[0004] The present invention aims to provide a method and device for determining leakage at the joints of a foundation pit bottom-type water-stop curtain, thereby resolving the existing problem of how to pre-determine leakage at the joints of a foundation pit bottom-type water-stop curtain. To achieve the above-mentioned purpose, the present invention provides the following technical solutions:

[0005] A method for determining leakage at the joints of a bottom-drop water-stop curtain in a foundation pit, the method comprising: obtaining the planar position of the leakage at the joints of the bottom-drop water-stop curtain in the foundation pit and a three-dimensional fluid-solid coupling numerical calculation model; setting different joint leakage parameters based on the planar position of the leakage at the joints; calculating the different joint leakage parameters in combination with the three-dimensional fluid-solid coupling numerical calculation model to establish a quantitative relationship between the leakage parameters and the groundwater level outside the pit and the ground subsidence; and determining the specific position and range of the leakage at the joints of the bottom-drop water-stop curtain in the foundation pit based on the quantitative relationship.

[0006] Furthermore, obtaining the plane position of leakage at the joint of the foundation pit bottom-drop water-stop curtain includes:

[0007] Obtain actual water level drop and ground settlement data around the joints of the foundation pit bottom-drop water-stop curtain;

[0008] The actual water level drop around the joints of the foundation pit bottom-drop water-stop curtain is analyzed to obtain the plane position of the leakage at the joints of the foundation pit bottom-drop water-stop curtain.

[0009] Furthermore, based on the actual parameters of the foundation pit and soil layer, a three-dimensional fluid-solid coupling numerical calculation model is obtained;

[0010] The actual parameters of the foundation pit include: geometry, soil layer thickness, density, Poisson's ratio, porosity, permeability coefficient, compression modulus, compression curve coefficient, rebound curve coefficient, critical state stress ratio, overconsolidation ratio, deformation modulus, effective internal friction angle, effective cohesion and friction coefficient.

[0011] Furthermore, the different seam leakage parameters include multiple vertical leakage positions and their corresponding leakage ranges;

[0012] The vertical leakage position is set within the aquifer below the surface.

[0013] Furthermore, the establishment of a quantitative relationship between the leakage parameter and the groundwater level outside the pit and the ground subsidence includes:

[0014] Verifying and optimizing the three-dimensional fluid-solid coupling numerical calculation model;

[0015] The different joint leakage parameters are combined with the optimized three-dimensional fluid-solid coupling numerical calculation model to calculate and obtain quantitative data of groundwater level and ground subsidence outside the pit under different leakage parameters;

[0016] The quantitative data of groundwater level outside the pit and land subsidence under different leakage parameters were analyzed, and the quantitative relationship between leakage parameters and groundwater level outside the pit and land subsidence was established.

[0017] Furthermore, the three-dimensional fluid-solid coupling numerical calculation model is verified and optimized, including:

[0018] A three-dimensional fluid-solid coupling model consistent with the on-site pumping test was established and numerically calculated to obtain the water level drawdown parameters inside and outside the pit and the ground subsidence parameters;

[0019] The calculated water level drawdown parameters and ground settlement parameters were compared with the water level drawdown parameters and ground settlement parameters measured inside and outside the pit during the on-site pumping test to verify and optimize the three-dimensional fluid-solid coupling numerical calculation model.

[0020] Furthermore, the quantitative relationship between the leakage parameter and the groundwater level outside the pit and the ground subsidence is analyzed based on the dimensionless nature of the parameter;

[0021] The leakage parameters include leakage area and leakage position depth. D and the leakage position depth y D The dimensionless forms of are as follows:

[0022]

[0023] Where l is the leakage length, y is the distance between the leakage position and the top of the aquifer, and H is the thickness of the confined aquifer;

[0024] The quantitative relationship between the leakage parameters and the groundwater level outside the pit and the ground subsidence includes:

[0025] The quantitative relationship between the leakage parameters at the non-corner joints of the water-stop curtain and the groundwater level outside the pit and the ground settlement; the quantitative relationship between the leakage parameters at the corner joints of the water-stop curtain and the groundwater level outside the pit and the ground settlement;

[0026] When leakage occurs at the non-corner joint of the water-stop curtain, the water level in the foundation pit drops by a difference of h D and soil deformation S D The dimensionless forms of are as follows:

[0027]

[0028] Where E is the elastic modulus of the confined aquifer, H′ is the maximum water level drawdown in the pit, s′ is the width of the water-stop curtain joint, s is the length of the water-stop curtain on the leakage side, Δh is the water level difference between the observation well outside the pit and the dewatering well closest to the joint in the pit, K is the permeability coefficient of the confined aquifer, γ is the specific gravity of the confined aquifer soil, t is the pumping time for stable water level, ΔS is the soil deformation or water-stop curtain deformation at the observation location, and ΔH is the distance between the observation well outside the pit and the dewatering well closest to the joint in the pit.

[0029] When leakage occurs at the corner joint of the water-stop curtain, the water level in the foundation pit drops by a difference of h D ′ and soil deformation S D The dimensionless forms of ′ are as follows:

[0030]

[0031] Among them, h is the distance between the pumping well in the pit and the corner of the water-stop curtain, r w is the radius of the pumping well.

[0032] Furthermore, the leakage area of ​​the non-corner joint of the water-stop curtain is l D1 The quantitative relationship between the depth difference of water level inside and outside the foundation pit is:

[0033]

[0034] Leakage area of ​​non-corner joints of water-stop curtain l D1 The quantitative relationship between the maximum surface settlement outside the pit is:

[0035]

[0036] Leakage depth y at the non-corner joint of the water-stop curtain D1 The quantitative relationship between the depth difference of water level inside and outside the foundation pit is:

[0037]

[0038] Leakage depth y at the non-corner joint of the water-stop curtain D1 The quantitative relationship between the maximum surface settlement outside the pit is:

[0039]

[0040] Furthermore, the leakage area at the corner joint of the water-stop curtain is l D1 The quantitative relationship between the depth difference of water level inside and outside the foundation pit is:

[0041]

[0042] Leakage area at corner joints of water-stop curtain l D1 The quantitative relationship between ' and the maximum surface settlement outside the foundation pit is:

[0043]

[0044] Leakage depth y at the corner joint of the water-stop curtain D1 The correlation between ' and the difference in water level drop inside and outside the foundation pit is:

[0045]

[0046] Leakage depth y at the corner joint of the water-stop curtain D1 The correlation between ' and the maximum surface settlement outside the foundation pit is:

[0047]

[0048] The present invention also provides a device for determining leakage at the joints of a foundation pit bottom-drop water-stop curtain, the device comprising:

[0049] An acquisition module is used to obtain the plane position of leakage at the joints of the foundation pit bottom-type water-stop curtain and a three-dimensional fluid-solid coupling numerical calculation model;

[0050] A setting module, configured to set different seam leakage parameters based on the plane position of the seam leakage;

[0051] a calculation module for calculating the leakage parameters of the different joints in combination with the three-dimensional fluid-solid coupling numerical calculation model to establish a quantitative relationship between the leakage parameters and the groundwater level outside the pit and the ground subsidence;

[0052] The determination module is used to determine the specific location and range of leakage at the joints of the bottom-drop water-stop curtain of the foundation pit based on the quantitative relationship.

[0053] Technical effects and advantages of the present invention:

[0054] The present invention rationally arranges a certain number of pumping wells and observation wells near the joints of the bottom-drop water-stop curtain with a greater risk of leakage (inside and outside the pit), conducts a pumping test, and judges the leakage of the bottom-drop water-stop curtain near the pumping wells by observing the water level changes in the observation wells outside the pit when pumping water in the pit, thereby preliminarily determining the plane distribution of the bottom-drop water-stop curtain with a greater risk of leakage; further, through the analysis of the established and verified optimized fluid-solid coupling numerical calculation model, the quantitative relationship between the leakage parameters and the water level drop and ground settlement parameters is determined to determine the leakage parameters of the joints of the bottom-drop water-stop curtain in the foundation pit to be identified. This provides a reliable basis for predicting and judging the leakage parameters of the joints of the bottom-drop water-stop curtain in actual projects, and provides a scientific basis for the pretreatment of leakage before foundation pit excavation, thereby avoiding disasters such as water gushing, sand gushing, failure of the foundation pit retaining structure and ground collapse caused by leakage during construction, and avoids construction delays and economic losses caused by them. The present invention not only achieves drainage and precipitation in the pre-excavated foundation pit in advance, but also can accurately predict the location and size of leakage from the foundation pit's bottom-drop water-stop curtain. This method has significant engineering significance for ensuring safe and efficient construction of the foundation pit. The method is highly operational, practical and convenient, easy to promote, and has significant application value. The present invention is suitable for engineering construction where there is a risk of leakage from the bottom-drop water-stop curtain in water-rich strata and leakage points need to be identified in the leakage risk area. It is also applicable to the identification of leakage from other types of water-stop curtains where the water-stop curtain penetrates multiple aquifers.

[0055] Other features and advantages of the present invention will be described in the following description, and in part will become apparent from the description, or will be understood by practicing the present invention. The purpose and other advantages of the present invention can be realized and obtained by the structures pointed out in the description and the drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0056] Figure 1 This is a flow chart of a method for identifying leakage at joints of a foundation pit water-stop curtain according to an embodiment of the present invention;

[0057] Figure 2 This is a plan layout diagram of the test wells in a group of wells according to an embodiment of the present invention;

[0058] Figure 3 This is a graph showing changes in water level drawdown in each pumping well in a well group test well according to an embodiment of the present invention;

[0059] Figure 4 This is a graph showing changes in water level drawdown in each observation well in a well group test well according to an embodiment of the present invention;

[0060] Figure 5 This is a partial layout diagram of settlement monitoring points according to an embodiment of the present invention;

[0061] Figure 6aSchematic diagram comparing measured and calculated water level drawdown values ​​for pumping wells J1-J20 in a well group test pit according to an embodiment of the present invention;

[0062] Figure 6b Schematic diagram comparing measured and calculated water level drawdown values ​​of observation wells G1-G15 outside a group well test pit according to an embodiment of the present invention;

[0063] Figure 7a Schematic diagram showing the comparison between the calculated and measured values ​​of surface settlement at monitoring points S1-X, S5-X, and S25-X according to an embodiment of the present invention;

[0064] Figure 7b This is a schematic diagram comparing the calculated and measured values ​​of surface settlement at monitoring points S7-1 to S1-1 and S28-1 to S23-1 according to an embodiment of the present invention;

[0065] Figure 8 This is a schematic structural diagram of a geometric model for a well group test according to an embodiment of the present invention;

[0066] Figure 9 Schematic diagram of a numerical calculation model for a group of wells leaking at a non-corner joint of a water-stop curtain according to an embodiment of the present invention;

[0067] Figure 10 Schematic diagram of a numerical calculation model for a group of wells leaking at a corner joint of a water-stop curtain according to an embodiment of the present invention;

[0068] Figure 11 This is a schematic diagram of a leakage observation position at a non-corner joint of a water-stop curtain according to an embodiment of the present invention;

[0069] Figure 12 This is a schematic diagram of the leakage observation position at the corner joint of the water-stop curtain according to one embodiment of the present invention;

[0070] Figure 13 Schematic diagram of water level drop in the direction I-I' for different leakage areas (lengths) at non-corner joints of a water curtain during pumping from a group of wells according to an embodiment of the present invention;

[0071] Figure 14 This is a schematic diagram of surface settlement in the direction I-I' for different leakage areas (lengths) at non-corner joints of a water curtain during group well pumping according to an embodiment of the present invention;

[0072] Figure 15 Schematic diagram of water level drop in the direction of Ⅰ-Ⅰ' at different leakage positions at non-corner joints of a water curtain during pumping of water from a group of wells according to an embodiment of the present invention;

[0073] Figure 16 This is a schematic diagram of ground settlement at different leakage depths in the direction Ⅰ-Ⅰ' at a non-corner joint of a water curtain during pumping from a group of wells according to an embodiment of the present invention;

[0074] Figure 17 Schematic diagram of water level drop in the direction III-III' at different leakage areas (lengths) at the corner joints of the water curtain during pumping from a group of wells according to one embodiment of the present invention;

[0075] Figure 18 This is a schematic diagram of surface settlement in the III-III' direction at different leakage areas (lengths) at the corner joints of the water curtain during pumping from a group of wells according to an embodiment of the present invention;

[0076] Figure 19 Schematic diagram of water level drop in the direction of III-III' at different leakage positions at the corner joint of the water curtain during pumping of water from a group of wells according to an embodiment of the present invention;

[0077] Figure 20 This is a schematic diagram of ground settlement at different leakage depths in the direction III-III' at the corner joint of the water curtain during pumping from a group of wells according to an embodiment of the present invention;

[0078] Figure 21 This is a graph showing the correlation between the leakage area (length) and the water level difference between the inside and outside of the foundation pit when pumping water from a group of wells under the condition that leakage exists at the non-corner joint of the bottom-drop water-stop curtain according to one embodiment of the present invention;

[0079] Figure 22 This is a graph showing the correlation between the leakage area (length) and ground subsidence during group well pumping when leakage occurs at the non-corner joints of a drop-bottom water-stop curtain according to an embodiment of the present invention;

[0080] Figure 23 This is a graph showing the correlation between the depth of the leakage position and the water level difference between the inside and outside of the foundation pit when pumping water from a group of wells under the condition that leakage exists at the non-corner joint of the bottom-drop water-stop curtain according to one embodiment of the present invention;

[0081] Figure 24 This is a graph showing the correlation between the depth of the leakage position and the ground settlement during group well pumping under the condition that there is leakage at the non-corner joint of the bottom-drop water-stop curtain according to one embodiment of the present invention;

[0082] Figure 25 This is a graph showing the correlation between the leakage area (length) and the water level difference between the inside and outside of the foundation pit when pumping water from a group of wells under the condition that leakage exists at the corner joint of the bottom-drop water-stop curtain according to one embodiment of the present invention;

[0083] Figure 26 This is a graph showing the correlation between the leakage area (length) and ground subsidence during group well pumping when leakage occurs at the corner joint of a drop-bottom water-stop curtain according to an embodiment of the present invention;

[0084] Figure 27 This is a graph showing the correlation between the depth of the leakage position and the water level difference between the inside and outside of the foundation pit when pumping water from a group of wells under the condition that leakage exists at the corner joint of the bottom-drop water-stop curtain according to one embodiment of the present invention;

[0085] Figure 28 This is a graph showing the correlation between the depth of the leakage location and ground subsidence during group well pumping when leakage occurs at the corner joints of a drop-bottom water-stop curtain according to an embodiment of the present invention. DETAILED DESCRIPTION

[0086] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0087] In order to solve the shortcomings of the existing technology, the present invention discloses a method for determining the leakage at the joints of the bottom-falling water-stop curtain of the foundation pit, such as Figure 1 As shown, the method includes obtaining actual water level drop and ground settlement data around the joints of the foundation pit's drop-type water-stop curtain; analyzing the actual water level drop and ground settlement data around the joints of the foundation pit's drop-type water-stop curtain to obtain the planar location of leakage at the joints of the foundation pit's drop-type water-stop curtain. A three-dimensional fluid-solid coupling numerical calculation model is obtained based on actual parameters of the foundation pit and soil layer; the actual foundation pit parameters include: geometry, soil layer thickness, density, Poisson's ratio, porosity, permeability, compression modulus, compression curve coefficient, rebound curve coefficient, critical state stress ratio, overconsolidation ratio, deformation modulus, effective internal friction angle, effective cohesion, and friction coefficient. Based on the planar location of the leakage at the joint, different joint leakage parameters are set; the different joint leakage parameters are calculated in conjunction with the three-dimensional fluid-solid coupling numerical calculation model to establish a quantitative relationship between the leakage parameters and the groundwater level outside the pit and ground settlement; and based on the quantitative relationship, the specific location and range of the leakage at the joints of the drop-type water-stop curtain are determined.

[0088] In a specific embodiment of the present invention, multiple pumping wells are pre-arranged at the joints of the bottom-falling water-stop curtain to be identified and a pumping test is carried out to obtain the actual water level drop and ground settlement information around the joints of the water-stop curtain, preliminarily judge the planar distribution of leakage of the bottom-falling water-stop curtain, and obtain a leakage plan diagram of the joints of the bottom-falling water-stop curtain.

[0089] It should be noted that in this embodiment, the foundation pit water-stop curtain is a drop-bottom type water-stop curtain. In this embodiment, the water level drawdown parameter includes the water level drawdown difference between the inside and outside of the foundation pit, and the ground settlement parameter includes the ground settlement outside the foundation pit. Of course, other relevant parameters may also be included, and this embodiment does not specifically limit them.

[0090] like Figures 2 to 5As shown in the figure, based on the fact that water-stop curtains are prone to leaks at their joints in actual cases, a group well pumping test was set up after the bottom-drop water-stop curtain was formed. In the field test, the leakage location of the group well pumping test was located at the joints of the water-stop curtain.

[0091] According to the on-site pumping test, it mainly includes determining the layout of the group well pumping test wells and the water level drop outside the foundation pit and the surface settlement change pattern of some settlement monitoring points monitored by the selected test group of the group well pumping test. The pumping test is carried out on the existing foundation pit project, and the water level drop outside the pit and surface settlement obtained by the test are observed to determine whether leakage occurs at the joints and verify the optimized numerical calculation model. Among them, Figure 2 As shown in the figure, the well layout of the group well test includes the pumping wells in the pit (J1~20), the observation wells outside the pit (G1~15) and the joints of the water-stop curtain. Figure 3 The following is a distribution diagram of the water level drop of the pumping wells in the foundation pit at different times in the group well test. It can be seen that within 120 minutes before pumping, the pressure water level drop of the pumping wells J8~J10 and J15~J17 in the pit is smaller than that of other pumping wells. At 120 minutes, the pressure water level drop of the above 6 pumping wells in the pit is only 6.2~7.43m, while the pressure water level drop of the remaining pumping wells is about 8.22~10.2m. This is because the groundwater outside the pit enters the foundation pit through the leakage position during the pumping process, resulting in a relatively small water level drop near the leakage position inside the foundation pit. This also indicates that there may be leakage points near the positions of the above 6 pumping wells on the water-stop curtain. Figure 4 From the distribution diagram of the pressure water level drop of the observation wells outside the pit at different times in the group well test, it can be seen that within 120 minutes before pumping, the pressure water level drop of the observation wells G5, G12 and G13 outside the pit was greater than that of other observation wells outside the pit, that is, after 120 minutes of pumping, the pressure water level of observation well G5 dropped by 0.23m, and the pressure water level drops of observation wells G12 and G13 reached 0.38m and 0.33m respectively, while the pressure water level drops of the remaining observation wells were basically between 0.09 and 0.21m. This is because during the pumping process, the groundwater outside the pit will flow into the foundation pit from the leakage position, resulting in a relatively large pressure water level drop near the leakage position outside the foundation pit. This also indicates that there may be leakage points near the positions of the above-mentioned three observation wells outside the pit. Figure 3 and Figure 4 It can be seen that the abnormal changes in the pressure water level in the pit mainly occur between the pumping wells J8~J10 and J15~J16, and the abnormal changes in the pressure water level outside the pit mainly occur at the observation wells G5, G12 and G13. Figure 2It can be seen that the pumping well inside the pit and the observation well outside the pit, where the pressure water level fluctuated abnormally, were located on opposite sides of the same water-stop curtain. Therefore, it can be preliminarily inferred that leakage may exist at the joint between observation wells G12 and G13. Furthermore, the pressure water level drop at observation well G5 relative to observation well G4 was relatively large, leading to the preliminarily inferred possibility of leakage at the corner joint on the northeast corner of the water-stop curtain, near observation well G5 outside the pit.

[0092] Figure 5 The layout of settlement monitoring points around the foundation pit of the main building area is shown, namely S1-1 to S1-6, S2-1, S3-1, S4-4, S5-1 to S5-6, S6-1, S7-1, S23-1, S24-1, S25-1 to S25-6, S26-1, S27-1 and S28-1. Figure 6a and 6b The schematic diagram comparing the measured and calculated values ​​of the pressure water level drawdown in the pit dewatering wells and observation wells outside the pit in the group well test shows that the measured values ​​of the test wells in the group well test are consistent with the calculated values ​​in terms of change trends and values. The error between the calculated and measured values ​​is approximately between 1.93% and 13.6%, which once again shows that the established calculation model can well reflect the water level change trend in actual projects. Figure 7a and 7b After the water level drop for the group well pumping test reached a stable state, it can be seen that the measured and calculated values ​​of surface settlement in the group well test are relatively consistent in both trend and magnitude. The calculated values ​​at locations closer to the foundation pit edge are closer to the measured values, while the calculated values ​​at locations farther from the foundation pit edge are often slightly larger than the measured values. At the same time, the settlement at monitoring points S3-1, S25-1, and S26-1 is significantly greater than that at the other monitoring points, indicating that leakage does cause significant surface settlement outside the foundation pit, and the numerical calculation results also well reflect the surface settlement caused by leakage. These results demonstrate that the established numerical calculation model can well reflect the surface settlement caused by leakage from the bottom-drop water-stop curtain in actual engineering projects.

[0093] In a specific embodiment of the present invention, the plane position of leakage at the joint of the bottom-drop water-stop curtain is determined according to the rise and fall of water levels in the pumping wells and observation wells around the foundation pit.

[0094] The specific bottom-drop water-stop curtain can theoretically completely block the connection between the inside and outside of the pit. Therefore, during the dewatering process of the foundation pit, the pressurized water inside and outside the foundation pit will form a large head difference. If the water-stop curtain leaks, the groundwater level outside the foundation pit will be affected. At the same time, the groundwater outside the foundation pit enters the foundation pit through the leakage position, resulting in a relatively small drop in the water level near the leakage position inside the foundation pit, and then the plane position of the leakage at the joint of the water-stop curtain can be judged.

[0095] In a specific embodiment of the present invention, foundation pit and soil layer information analysis is performed on a case foundation pit project, a three-dimensional fluid-solid coupling numerical calculation model is established, different joint leakage parameters are set at the leakage plane position determined by the pumping test, and simulation calculations are performed.

[0096] A three-dimensional fluid-solid coupling numerical calculation model of the foundation pit will be established based on the foundation pit and soil layer information. The actual parameters of the foundation pit include: geometry, soil layer thickness, density, Poisson's ratio, porosity, permeability coefficient, compression modulus, compression curve coefficient, rebound curve coefficient, critical state stress ratio, overconsolidation ratio, deformation modulus, effective internal friction angle, effective cohesion, and friction coefficient.

[0097] In a specific embodiment of the present invention, a three-dimensional fluid-solid coupling model consistent with the on-site pumping test is established and numerically calculated to obtain water level drawdown parameters and ground subsidence parameters inside and outside the pit; the calculated water level drawdown parameters and ground subsidence parameters are compared with the water level drawdown parameters and ground subsidence parameters actually measured during the on-site pumping test to verify and optimize the three-dimensional fluid-solid coupling numerical calculation model. The leakage parameters at different joints are calculated in conjunction with the optimized three-dimensional fluid-solid coupling numerical calculation model to obtain quantitative data on the groundwater level outside the pit and ground subsidence under different leakage parameters; the quantitative data on the groundwater level outside the pit and ground subsidence under different leakage parameters are analyzed to establish a quantitative relationship between the leakage parameters and the groundwater level outside the pit and ground subsidence.

[0098] Specifically, if Figures 6a to 7b As shown, after comparing and verifying the water level drawdown and surface settlement results calculated by the three-dimensional fluid-solid coupling numerical model of the foundation pit with the water level drawdown and surface settlement data obtained from monitoring of the actual engineering project, the three-dimensional fluid-solid coupling numerical model of the foundation pit is optimized. At the same time, a group well pumping model is arranged in the model, and the well location arrangement is the same as the actual working conditions, so as to obtain an accurate and reliable optimized foundation pit dewatering numerical calculation model. In the optimized foundation pit dewatering numerical calculation model, different leakage parameters (vertical leakage location and leakage range) are set at the leakage plane position of the water-stop curtain joint. The setting position of the leakage parameter is the same as the leakage location determined by the pumping test, and multiple target foundation pit dewatering numerical calculation models corresponding to different leakage parameters are obtained.

[0099] In a specific embodiment of the present invention, Figure 8 、 Figure 9 and Figure 10 As shown in Tables 1, 2, and 3, a three-dimensional fluid-solid coupling model is established for the actual foundation pit model to determine the geometric and material parameters, which mainly includes determining the mechanical, geometric, and kinematic parameters of the existing specific soil layer and foundation pit, and conducting a comprehensive analysis based on the material properties of the existing foundation pit.

[0100] like Figure 8-10 As shown, the planar calculation range of the 3D fluid-solid coupling model was first determined to be 780m × 630m × 65m. The foundation pit dimensions were 180m × 25m × 65m. The ground-connected wall dimensions were approximately 180m × 25m, 1m thick, and 45m deep. The observation wells were 38m and 36m deep, respectively. The filter pipes were located in the confined aquifer and were each 10m long. The borehole diameter was 500mm, and the diameters of the underlying solid pipe and filter pipe were 250mm. Other soil parameters are shown in Tables 1-3. The ground-connected wall density γ was selected as 2.5g / cm 3 , the elastic modulus E is 3×10 7 kPa, Poisson's ratio ν is 0.2, and the permeability coefficient K w Select 1×10 -9 m / s, permeability coefficient K at the leakage location L The same as the confined aquifer is 2.1×10 -4 m / s, friction contact is adopted between the soil and the ground-connected wall, and the friction coefficient μ is 0.2.

[0101] Common soil constitutive models include the Mohr-Coulomb model, the modified DP model, and the Cambridge model. Depending on the specific soil layer, appropriate soil constitutive model parameters can be selected for calculation. The present invention is not limited to a specific soil constitutive model. In the embodiment of the present invention, the soil layers of the three-dimensional fluid-solid coupling model are generalized into five layers. The soil parameters are shown in Table 1. The Mohr-Coulomb model is used for the sandy soil layer, i.e., the confined aquifer, while the Cambridge model is used for the aquitard (clay) and the phreatic layer (miscellaneous fill). Specific calculation model parameters are shown in Tables 2 and 3.

[0102] Table 1 Basic physical and mechanical parameters of soil

[0103]

[0104] Table 2 Cambridge model calculation parameters

[0105]

[0106] Table 3 Calculation parameters of the Mohr-Coulomb model

[0107]

[0108] In a specific embodiment of the present invention, numerical calculations are performed on the set target foundation pit fluid-solid coupling model respectively. According to the numerical calculation results, quantitative data of the groundwater level outside the pit and the ground settlement under different vertical leakage parameters are obtained, so as to further establish a quantitative relationship between the vertical leakage parameters and the groundwater level outside the pit and the ground settlement. Through this quantitative relationship, the vertical specific position and range of the leakage of the bottom-drop water-stop curtain joints of the foundation pit to be identified can be determined.

[0109] Since the test mainly studies the impact of leakage at the joints of the bottom-drop water-stop curtain during foundation pit dewatering on the groundwater level and soil deformation around the foundation pit, in order to diversify the test scheme, in this embodiment, the impact of leakage on the groundwater level and soil deformation around the foundation pit is analyzed by changes in the leakage area (length) and the depth of the leakage position. That is to say, in this embodiment, the leakage parameters select leakage area (length) and leakage position depth.

[0110] Specifically, the target foundation pit dewatering numerical model test data is analyzed to analyze the effects of the leakage area (length) and leakage location depth at the water-stop curtain joint on the water level drop inside and outside the foundation pit and the surface settlement outside the foundation pit;

[0111] Based on the numerical calculation of the leakage area (length) and leakage position depth analysis at the joint of the water-stop curtain, a quantitative relationship is established between the water level drop difference inside and outside the foundation pit at the joint of the water-stop curtain, the maximum surface settlement outside the foundation pit and the leakage parameters. Through the quantitative relationship, the water level drop difference inside and outside the foundation pit to be identified and the surface settlement outside the foundation pit to be identified are used to judge the leakage parameters at the joint of the bottom-drop water-stop curtain.

[0112] In a specific embodiment of the present invention, Figure 11 and Figure 12 As shown, the quantitative relationship between the leakage parameters and the groundwater level outside the pit and the ground subsidence includes the quantitative relationship between the leakage parameters at the non-corner joints of the water-stop curtain and the groundwater level outside the pit and the ground subsidence, and the quantitative relationship between the leakage parameters at the corner joints of the water-stop curtain and the groundwater level outside the pit and the ground subsidence.

[0113] like Figure 13 As shown in Figure 1, the water level drop changes in the direction Ⅰ-Ⅰ' for different leakage areas (lengths) at the non-corner joints of the water curtain during group well pumping are calculated. It is shown that as the leakage area increases, the water level drop outside the foundation pit also increases accordingly; Figure 14 As shown in Figure 1, the surface settlement changes in the direction Ⅰ-Ⅰ' for different leakage areas (lengths) at the non-corner joints of the water curtain during group well pumping were calculated. The maximum surface settlement outside the pit also occurs at a certain distance from the foundation pit. As the leakage area increases, the surface settlement outside the foundation pit also increases accordingly. Figure 15 As shown in Figure 1, the water level drop changes at different leakage depths in the non-corner joints of the water curtain during group well pumping were calculated. It was shown that the maximum water level drop in the direction of Ⅰ-Ⅰ' outside the foundation pit occurred at the edge of the foundation pit, and the pressure water level drop decreased with the distance from the foundation pit. Figure 16As shown in the figure, the surface settlement changes at different leakage depths in the Ⅰ-Ⅰ' direction at the non-corner joints of the water curtain during group well pumping were calculated. It shows that the maximum surface settlement in the Ⅰ-Ⅰ' direction outside the foundation pit occurs at a certain distance from the foundation pit. As the leakage depth increases, the surface settlement outside the foundation pit also increases accordingly. Figure 17 As shown in the figure, the change of water level drop in the direction of III-III' for different leakage areas (lengths) at the corner joints of the water curtain during group well pumping is calculated. It shows that the maximum water level drop in the direction of III-III' outside the foundation pit occurs at the edge of the foundation pit. As the distance from the foundation pit boundary increases, the water level drop outside the pit also decreases accordingly. Figure 18 As shown in Figure 3, the surface settlement changes in the direction of III-III' for different leakage areas (lengths) at the corner joints of the water curtain during group well pumping were calculated. It shows that when the leakage area is small, the surface settlement outside the pit caused by leakage is generally small, and the maximum surface settlement occurs at the edge of the foundation pit. When the leakage area is large, the surface settlement outside the pit caused by leakage is large, and the maximum surface settlement outside the pit occurs about 5 to 12 meters away from the foundation pit. Figure 19 As shown in Figure 3, the water level drop changes at different leakage depths in the direction of III-III' at the corner joint of the water curtain during group well pumping were calculated. It shows that as the leakage depth increases, the water level drop outside the foundation pit also increases. Figure 20 As shown in the figure, the surface settlement changes in the direction of III-III' at different leakage position depths at the corner joint of the water curtain during group well pumping were calculated. It shows that when the leakage position depth is shallow, the surface settlement outside the pit caused is generally small. When the leakage position depth is large, the maximum surface settlement outside the pit occurs about 5 to 11 meters away from the foundation pit.

[0114] For example Figures 21 to 27 As shown in the figure, using the correlation curve, a quantitative relationship is derived between the water level drop difference inside and outside the foundation pit, the maximum surface settlement outside the foundation pit, the leakage area (length), and the depth of different leakage locations under group well pumping conditions. This relationship can then be used to determine the leakage area (length) and depth of the leakage location at the joints of the bottom-mounted water-stop curtain in the identified foundation pit through pumping tests and basic monitoring data.

[0115] In order to ensure that the correlation obtained, i.e. the method for judging leakage, is universal, a quantitative relationship is established between the water level drop difference inside and outside the foundation pit at the joint of the water-stop curtain, the maximum surface settlement outside the foundation pit, and the leakage parameters. The analysis is based on the dimensionless parameters.

[0116] The leakage parameters include leakage area and leakage location depth. The dimensionless forms of the leakage area and leakage location depth are as follows:

[0117]

[0118] When leakage occurs at the non-corner joint of the water-stop curtain, the water level in the foundation pit drops by a difference of h Dand soil deformation S D The dimensionless form of is as follows:

[0119]

[0120] When leakage occurs at the corner joint of the water-stop curtain, the water level in the foundation pit drops by a difference of h D ′ and soil deformation S D The dimensionless forms of ′ are as follows:

[0121]

[0122] Where l is the leakage length, y is the distance from the leakage location to the top of the aquifer, E is the elastic modulus of the confined aquifer, K is the permeability coefficient of the confined aquifer, γ is the weight of the soil in the confined aquifer, t is the pumping time for stable water level, H is the thickness of the confined aquifer, H′ is the maximum water level drop in the pit, s′ is the width of the water-stop curtain joint, s is the length of the water-stop curtain on the leakage side, h is the distance between the pumping well in the pit and the corner of the water-stop curtain, and r w is the radius of the pumping well, Δh is the water level difference between the observation well outside the pit and the dewatering well closest to the joint inside the pit, Δs is the soil deformation at the observation position (the observation position at the non-corner of the water-stop curtain is the position of maximum surface settlement in the Ⅰ-Ⅰ' direction outside the pit or the position close to the water-stop curtain in the Ⅰ-Ⅰ' direction outside the pit; the observation position at the corner of the water-stop curtain is the position of maximum surface settlement in the Ⅲ-Ⅲ' direction outside the pit or the position close to the water-stop curtain in the Ⅲ-Ⅲ' direction outside the pit), and ΔH is the distance between the observation well outside the pit and the dewatering well closest to the joint inside the pit.

[0123] Exemplarily, the target foundation pit dewatering numerical model includes a group well pumping test model, in which: Figure 21 The figure shows the leakage area (length) of the non-corner joint of the water-stop curtain when pumping water from a group of wells. D1 The relationship curve between the water level drop inside and outside the foundation pit and the depth difference between the two. As the leakage area increases, the water level drop difference inside and outside the foundation pit becomes smaller, and h D Follow l D1 The rate of decline remains almost unchanged. The quantitative relationship between the leakage area and the difference in water level drop inside and outside the foundation pit is obtained through the relationship curve:

[0124]

[0125] like Figure 22 The figure shows the leakage area (length) of the non-corner joint of the water-stop curtain when pumping water from a group of wells. D1 The relationship curve between the maximum surface settlement outside the pit shows that as the leakage area increases, the maximum surface settlement outside the pit also increases accordingly, and S D Follow l D1The rising rate of the seepage area remains almost unchanged. The quantitative relationship between the leakage area and the maximum surface settlement outside the foundation pit is obtained through the relationship curve:

[0126]

[0127] like Figure 23 The figure shows the depth y of the leakage position at the non-corner joint of the water-stop curtain when pumping water from a group of wells. D1 The relationship curve between the depth of the leakage position and the difference in water level drop inside and outside the foundation pit shows that as the depth of the leakage position increases, the difference in water level drop inside and outside the foundation pit becomes smaller. The correlation between the depth of the leakage position and the difference in water level drop inside and outside the foundation pit is obtained through the relationship curve:

[0128]

[0129] like Figure 24 The figure shows the depth y of the leakage position at the non-corner joint of the water-stop curtain when pumping water from a group of wells. D1 The relationship curve between the depth of the leakage position and the maximum surface settlement outside the pit shows that as the depth of the leakage position increases, the maximum surface settlement outside the foundation pit increases accordingly. The correlation between the depth of the leakage position and the maximum surface settlement outside the foundation pit is obtained through the relationship curve:

[0130]

[0131] like Figure 25 The figure shows the leakage area (length) at the corner joint of the water-stop curtain when pumping water from a group of wells. D1 ' and the relationship between the depth difference of water level inside and outside the foundation pit. As the leakage area increases, the depth difference of water level inside and outside the foundation pit becomes smaller, and h' D Follow l D1 The rate of decrease of ' remains almost unchanged. The quantitative relationship between the leakage area and the difference in water level drop inside and outside the foundation pit is obtained through the relationship curve:

[0132]

[0133] like Figure 26 The figure shows the leakage area (length) at the corner joint of the water-stop curtain when pumping water from a group of wells. D1 ' and the relationship curve between the maximum surface settlement outside the pit. As the leakage area increases, the maximum surface settlement outside the foundation pit also increases accordingly, and S' D Follow l D1 The rising rate of ' remains almost unchanged. The quantitative relationship between the leakage area and the maximum surface settlement outside the foundation pit is obtained through the relationship curve:

[0134]

[0135] like Figure 27The figure shows the depth y of the leakage position at the corner joint of the water-stop curtain when pumping water from a group of wells. D1 'The relationship curve between the water level drop inside and outside the foundation pit shows that as the depth of the leakage position increases, the water level drop difference inside and outside the foundation pit becomes smaller. D Follow D1 The increase in ' shows a "slow-fast-slow" trend. That is, when the depth of the leakage location is between 40% and 60% of the thickness of the confined aquifer, the change in the leakage location depth has a more obvious impact on the water level drop outside the pit. The correlation curve shows that the correlation between the leakage location depth and the difference in water level drop inside and outside the foundation pit is:

[0136]

[0137] like Figure 28 The figure shows the depth y of the leakage position at the corner joint of the water-stop curtain when pumping water from a group of wells. D1 The relationship curve between the depth of the leakage position and the maximum surface settlement outside the pit shows that as the depth of the leakage position increases, the maximum surface settlement outside the foundation pit increases accordingly. In addition, with the increase of , it shows a "slow-rapid-slow" change trend. That is, when the depth of the leakage position is between 40% and 60% of the thickness of the aquifer, the change in the depth of the leakage position has the most obvious impact on the maximum surface settlement outside the pit. The correlation between the depth of the leakage position and the maximum surface settlement outside the foundation pit is obtained through the relationship curve:

[0138]

[0139] By establishing a quantitative relationship between the water level drop difference inside and outside the foundation pit at the joint of the water-stop curtain, the maximum surface settlement outside the foundation pit and the leakage parameters, a reliable basis is provided for predicting and judging the leakage area and leakage location depth at the joint of the bottom-drop water-stop curtain in actual engineering, so as to take targeted remedial measures before the foundation pit excavation and avoid the damage to the foundation pit itself and the surrounding environment caused by leakage during construction.

[0140] According to the above method, the leakage size and depth at the corner joints of the bottom-drop water-stop curtain were inverted by combining the pumping test results and on-site monitoring data in the Wuhan Greenland Center foundation pit project.

[0141] It is known that there is leakage at the eastern corner of the bottom-type water-stop curtain in a foundation pit project in Wuhan. Now, the water level drop results of the group well test are substituted into equations (1-8) and (1-10) respectively, and we can get l D1 '=0.1143, that is, the length of the leakage position l=4.12m, so the leakage area is about 0.412m 2 , and get y D1'=0.127, which means the leakage depth is 20.07m below the surface, which is consistent with the leakage location revealed in the actual project. Furthermore, the monitoring data of surface settlement during the pumping test are substituted into equations (1-9) and (1-11), and we can get l D1 '=0.346, that is, the leakage location length l=12.45m, so the leakage area is about 1.245m 2 , and get y D1 = 0.144, indicating a leak depth of l = 20.7 m below the ground surface. This indicates that the leak depth is consistent with actual conditions, while the leak area is slightly larger than the actual leak condition. Therefore, the formula derived from this method is applicable to determining leaks at all joints of drop-down water-stop curtains.

[0142] The present invention also discloses a device for determining leakage at the joints of a foundation pit bottom-falling water-stop curtain, characterized in that the device comprises:

[0143] An acquisition module is used to obtain the plane position of leakage at the joints of the foundation pit bottom-type water-stop curtain and a three-dimensional fluid-solid coupling numerical calculation model;

[0144] A setting module, configured to set different seam leakage parameters based on the plane position of the seam leakage;

[0145] a calculation module for calculating the leakage parameters of the different joints in combination with the three-dimensional fluid-solid coupling numerical calculation model to establish a quantitative relationship between the leakage parameters and the groundwater level outside the pit and the ground subsidence;

[0146] The determination module is used to determine the specific location and range of leakage at the joints of the bottom-drop water-stop curtain of the foundation pit based on the quantitative relationship.

[0147] Regarding the apparatus in the above embodiment, the specific manner in which each module performs operations has been described in detail in the embodiment of the method, and will not be elaborated on here.

[0148] Finally, it should be noted that the above is only a preferred embodiment of the present invention and is not intended to limit the present invention. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art can still modify the technical solutions described in the aforementioned embodiments or make equivalent substitutions for some of the technical features therein. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A method for determining leakage at the joints of a foundation pit bottom-type water-stop curtain, characterized in that: The method comprises, Obtain the plane location of leakage at the joint of the foundation pit bottom-drop water-stop curtain and the three-dimensional fluid-solid coupling numerical calculation model; wherein, obtaining the plane location of leakage at the joint of the foundation pit bottom-drop water-stop curtain includes: Obtain actual water level drop and ground settlement data around the joints of the foundation pit bottom-drop water-stop curtain; Analyze the actual water level drop around the joints of the foundation pit's bottom-drop water-stop curtain to obtain the plane location of leakage at the joints; Different joint leakage parameters are set based on the plane position of the joint leakage; wherein, The different joint leakage parameters include multiple vertical leakage locations and their corresponding leakage ranges; the vertical leakage locations are set within the aquifer below the surface; The leakage parameters of the different joints are calculated in combination with the three-dimensional fluid-solid coupling numerical calculation model to establish a quantitative relationship between the leakage parameters and the groundwater level outside the pit and the ground subsidence; wherein, the establishment of the quantitative relationship between the leakage parameters and the groundwater level outside the pit and the ground subsidence includes: Verifying and optimizing the three-dimensional fluid-solid coupling numerical calculation model; The different joint leakage parameters are combined with the optimized three-dimensional fluid-solid coupling numerical calculation model to calculate and obtain quantitative data of groundwater level and ground subsidence outside the pit under different leakage parameters; Analyze the quantitative data of groundwater level outside the pit and land subsidence under different leakage parameters, and establish the quantitative relationship between leakage parameters, groundwater level outside the pit, and land subsidence; Based on the quantitative relationship, the specific location and range of leakage at the joints of the foundation pit bottom-drop water-stop curtain are determined.

2. A method for determining leakage at joints of a foundation pit bottom-falling water-stop curtain according to claim 1, characterized in that: Based on the actual parameters of the foundation pit and soil layer, a three-dimensional fluid-solid coupling numerical calculation model is obtained; The actual parameters of the foundation pit include: geometry, soil layer thickness, density, Poisson's ratio, porosity, permeability coefficient, compression modulus, compression curve coefficient, rebound curve coefficient, critical state stress ratio, overconsolidation ratio, deformation modulus, effective internal friction angle, effective cohesion and friction coefficient.

3. The method for determining leakage at the joints of a foundation pit bottom-drop water-stop curtain according to claim 1, characterized in that: Verification and optimization of the three-dimensional fluid-solid coupling numerical calculation model, including: A three-dimensional fluid-solid coupling model consistent with the on-site pumping test was established and numerically calculated to obtain the water level drawdown parameters inside and outside the pit and the ground subsidence parameters; The calculated water level drawdown parameters and ground settlement parameters were compared with the water level drawdown parameters and ground settlement parameters measured inside and outside the pit during the on-site pumping test to verify and optimize the three-dimensional fluid-solid coupling numerical calculation model.

4. The method for determining leakage at the joints of a foundation pit bottom-drop water-stop curtain according to claim 1, characterized in that: The quantitative relationship between the leakage parameters and the groundwater level outside the pit and the ground subsidence is analyzed based on the dimensionless nature of the parameters; The leakage parameters include leakage area and leakage position depth. D and the leakage position depth y D The dimensionless forms of are as follows: Where l is the leakage length, y is the distance between the leakage location and the top of the aquifer, and H is the thickness of the confined aquifer; The quantitative relationship between the leakage parameters and the groundwater level outside the pit and the ground subsidence includes: The quantitative relationship between the leakage parameters at the non-corner joints of the water-stop curtain and the groundwater level outside the pit and the ground settlement; the quantitative relationship between the leakage parameters at the corner joints of the water-stop curtain and the groundwater level outside the pit and the ground settlement; When leakage occurs at the non-corner joint of the water-stop curtain, the water level drop difference inside and outside the foundation pit is h D and soil deformation S D The dimensionless forms of are as follows: Wherein, E is the elastic modulus of the confined aquifer; H′ is the maximum water level drawdown in the pit; s′ is the width of the water-stop curtain joint; s is the length of the water-stop curtain on the leakage side; Δh is the water level difference between the observation well outside the pit and the dewatering well closest to the joint in the pit; K is the permeability coefficient of the confined aquifer; γ is the specific gravity of the confined aquifer soil; t is the pumping time for stable water level; ΔS is the soil deformation at the observation position, where the observation position at the non-corner of the water-stop curtain is the position of maximum surface settlement in the direction of the non-corner outside the pit, and the observation position at the corner of the water-stop curtain is the position of maximum surface settlement in the direction of the corner outside the pit; ΔH is the distance between the observation well outside the pit and the dewatering well closest to the joint in the pit; When leakage occurs at the corner joint of the water-stop curtain, the water level drop difference inside and outside the foundation pit is h D ′ and soil deformation S D The dimensionless forms of ′ are as follows: Among them, h is the distance between the pumping well in the pit and the corner of the water-stop curtain, r w is the radius of the pumping well.

5. The method for determining leakage at the joints of a foundation pit bottom-drop water-stop curtain according to claim 4, characterized in that: Leakage area of ​​non-corner joints of water-stop curtain l D1 The quantitative relationship between the depth difference of water level inside and outside the foundation pit is: Leakage area of ​​non-corner joints of water-stop curtain l D1 The quantitative relationship between the maximum surface settlement outside the pit is: Leakage depth y at the non-corner joint of the water-stop curtain D1 The difference in water level drop inside and outside the foundation pit h D The quantitative relationship between them is: Leakage depth y at the non-corner joint of the water-stop curtain D1 The quantitative relationship between the maximum surface settlement outside the pit is:

6. The method for determining leakage at the joints of a foundation pit bottom-drop water-stop curtain according to claim 4, characterized in that: Leakage area at corner joints of water-stop curtain l D1 The quantitative relationship between ′ and the difference in water level drawdown inside and outside the foundation pit is: Leakage area at corner joints of water-stop curtain l D1 The quantitative relationship between ′ and the maximum surface settlement outside the foundation pit is: Leakage depth y at the corner joint of the water-stop curtain D1 The correlation between ′ and the difference in water level drawdown inside and outside the foundation pit is: Leakage depth y at the corner joint of the water-stop curtain D1 The correlation between ' and the maximum surface settlement outside the foundation pit is:

7. A device for determining leakage at the joints of a foundation pit bottom-type water-stop curtain, characterized in that: The device comprises, An acquisition module is used to obtain the plane position of leakage at the joint of the foundation pit bottom-drop water-stop curtain and a three-dimensional fluid-solid coupling numerical calculation model; wherein, obtaining the plane position of leakage at the joint of the foundation pit bottom-drop water-stop curtain includes: obtaining the actual water level drop and ground settlement data around the joint of the foundation pit bottom-drop water-stop curtain; Analyze the actual water level drop around the joints of the foundation pit's bottom-drop water-stop curtain to obtain the plane location of leakage at the joints; The setting module is used to set different joint leakage parameters based on the plane position of the joint leakage; wherein, The different joint leakage parameters include multiple vertical leakage locations and their corresponding leakage ranges; the vertical leakage locations are set within the aquifer below the surface; A calculation module is used to calculate the leakage parameters of the different joints in combination with the three-dimensional fluid-solid coupling numerical calculation model to establish a quantitative relationship between the leakage parameters and the groundwater level outside the pit and the ground subsidence; wherein, the establishment of the quantitative relationship between the leakage parameters and the groundwater level outside the pit and the ground subsidence includes: Verifying and optimizing the three-dimensional fluid-solid coupling numerical calculation model; The different joint leakage parameters are combined with the optimized three-dimensional fluid-solid coupling numerical calculation model to calculate and obtain quantitative data of groundwater level and ground subsidence outside the pit under different leakage parameters; Analyze the quantitative data of groundwater level and land subsidence outside the pit under different leakage parameters, and establish the quantitative relationship between leakage parameters, groundwater level and land subsidence outside the pit; The determination module is used to determine the specific location and range of leakage at the joints of the bottom-drop water-stop curtain of the foundation pit based on the quantitative relationship.

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