An experimental device for simulating a fault zone and a method for calculating a water storage coefficient thereof

Abstract

The application provides a simulation fault zone experimental device and a water storage coefficient calculation method thereof. The simulation fault zone experimental device comprises a workbench, a water inlet assembly, a water discharge assembly and an observation assembly arranged on the workbench. The water inlet assembly comprises a lifting structure, a water inlet tank arranged on the lifting structure and a circulating system, so that liquid is circulated into the water inlet tank. The water discharge assembly comprises a simulation layer, a water discharge well penetrating through the top and bottom of the simulation layer, a plurality of water discharge holes arranged on the water discharge well, an outflow pipe arranged at the bottom of the simulation layer and a flow valve arranged at the bottom of the outflow pipe and the water discharge well. The water discharge holes are arranged in the simulation layer. The outflow pipe is in communication with the water inlet tank. The observation assembly comprises a mounting frame, a plurality of pressure measuring tubes arranged on the mounting frame and a plurality of pressure measuring holes arranged at the bottom of the simulation layer. Thus, the problem of insufficient parameters for ground stable well flow pumping test is solved.

Description

TECHNICAL FIELD

[0001] The present application belongs to the field of building technology, and particularly relates to a simulation fault zone experimental device and a water storage coefficient calculation method thereof. BACKGROUND

[0002] In the construction process of the Sichuan-Tibet tunnel in China, the hydrogeological engineering geological exploration of the aquifer in the special structure zone generally uses the steady well flow pumping test, and only the permeability coefficient of the fault zone can be obtained, and the water release coefficient (water storage coefficient) of the aquifer cannot be obtained, which brings indefinite factors to the prediction of the water gushing and drainage amount when the tunnel passes through the fault. SUMMARY

[0003] To solve the above technical problems, the present application provides a simulation fault zone experimental device and a water storage coefficient calculation method thereof, which are used to solve the technical problem that the steady well flow pumping test can only obtain the permeability coefficient of the fault zone, and the water release coefficient (water storage coefficient) of the aquifer cannot be obtained, which brings indefinite factors to the prediction of the water gushing and drainage amount when the tunnel passes through the fault.

[0004] On one hand, the present application provides the following technical scheme, a simulation fault zone experimental device, comprising a workbench, a water inlet assembly, a water drainage assembly and an observation assembly arranged on the workbench;

[0005] The water inlet assembly comprises a lifting structure, a water inlet tank arranged on the lifting structure and a circulation system, so that the liquid is circulated into the water inlet tank;

[0006] The water drainage assembly comprises a simulation layer, a drainage well penetrating through the top and bottom of the simulation layer, a plurality of drainage holes arranged on the drainage well, an outflow pipe arranged at the bottom of the simulation layer, and a flow valve arranged at the bottom of the drainage well and the outflow pipe, the drainage holes are arranged in the simulation layer, and the outflow pipe is in communication with the water inlet tank, so that the liquid in the water inlet tank enters the simulation layer;

[0007] The observation assembly comprises a mounting frame, a plurality of pressure measuring pipes arranged on the mounting frame, and a plurality of pressure measuring holes arranged at the bottom of the simulation layer, and the plurality of pressure measuring pipes are connected with the plurality of pressure measuring holes one by one.

[0008] Compared with the prior art, the present application has the beneficial effects that: by combining the tunnel construction with the long underground tunnel drilling site layout, the advanced water exploration and water discharge test on the fault zone are carried out by drilling, the hydrogeological conditions in front are found out, the water filling supply pressure in the fault water-bearing zone during the tunnel crossing process is reduced, more importantly, the water storage coefficient of the water-rich fault zone is indirectly obtained through the relationship among the lateral supply amount, the water discharge amount and the storage and release amount of the fault zone, so that the parameter calculation deficiency of the ground stable well flow pumping test is made up, and a new way for the aquifer parameter calculation is found.

[0009] Further, the circulating system comprises a liquid storage tank, a hydraulic pump arranged in the liquid storage tank, an overflow tank arranged in the water inlet tank, and an overflow pipe arranged at the bottom of the overflow tank, so that the liquid drawn into the water inlet tank can return to the liquid storage tank from the water inlet tank.

[0010] Further, the top of the overflow tank is lower than the top of the water inlet tank, and the top of the overflow tank is higher than the bottom of the water inlet tank.

[0011] Further, the simulation layer comprises a gravel layer, an aquifer layer and a sealing layer arranged in sequence from bottom to top.

[0012] Further, a scale is arranged on the mounting frame, and the scale is arranged in parallel with all the pressure measuring tubes.

[0013] Further, the lifting structure comprises a base and a telescopic member arranged on the base.

[0014] The base comprises four bottom bars connected end to end to form a rectangular frame, and the telescopic member is arranged at the four corner points of the rectangular frame.

[0015] On the other hand, the present application also provides a water storage coefficient calculation method of the simulation fault zone experimental device, and the preparation method comprises the following steps:

[0016] Adjust the lifting structure, so that the overflow tank on the lifting structure is higher than the simulation layer, and open the circulating system, so that the liquid enters the simulation layer through the outflow pipe;

[0017] When the water level of the water inlet tank of the circulating system and the water level of the drainage hole at the top of the drainage well in the simulation layer are at a horizontal position, stop water supply to the simulation layer, and record the water pressure of all the drainage holes, wherein the radius of the drainage hole is greater than the radius of the outflow pipe, and a plurality of drainage holes are arranged on the drainage well;

[0018] Open the flow valves on the drainage well and the outflow pipe, so that the water level of the simulation layer continues to drop, at this time, a drawdown funnel is formed in the simulation layer, and the flow of the flow valve and the water level change of the plurality of drainage holes are recorded in real time;

[0019] The discharge amount of the flow valve on the outflow pipe is obtained, the recharge amount of the falling funnel is obtained by using a first calculation formula, the storage amount of the falling funnel is obtained by using a second calculation formula, and the water storage coefficient of the simulated layer is calculated according to the discharge amount, the recharge amount and the storage amount by using a third calculation formula.

[0020] Further, the first calculation formula comprises:

[0021] Q Ri = v x B x M x T = K x A x J x M x T

[0022] In the formula, v represents the groundwater seepage velocity (m / d); B represents the water cross-section width (m); M represents the aquifer thickness (m); J represents the groundwater hydraulic slope, dimensionless; T represents the recharge time (h); Q Ri represents the recharge amount.

[0023] Further, the second calculation formula comprises:

[0024] A = C x K

[0025] In the formula, A represents the storage amount; C represents the falling funnel volume; and K represents the permeability coefficient.

[0026] Further, the third calculation formula comprises:

[0027]

[0028] In the formula, Q Di represents the outflow flow meter data; M represents the fault zone aquifer thickness; B represents the water cross-section width; J represents the hydraulic slope; T represents the discharge time; F represents the confined aquifer cross-sectional area; △H represents the water level difference; and S represents the water storage coefficient. BRIEF DESCRIPTION OF DRAWINGS

[0029] Figure 1 Fig. 1 is a structural schematic diagram of a simulated fault zone experimental device in a first embodiment of the present application.

[0030] Figure 2 Fig. 2 is a top view of a gravel layer in the first embodiment of the present application;

[0031] Figure 3 Fig. 3 is a flow chart of a water storage coefficient calculation method of a simulated fault zone experimental device in a second embodiment of the present application.

[0032] Main element symbol explanation: 10, workbench; 20, water inlet assembly; 21, lifting structure; 211, base; 212, telescopic piece; 22, water inlet tank; 23, liquid storage tank; 24, hydraulic pump; 25, overflow tank; 26, overflow pipe; 30, water drainage assembly; 31, simulation layer; 311, gravel layer; 312, aquifer; 313, sealing layer; 314, wire-wrapped screen; 32, drainage well; 33, drainage hole; 34, outflow pipe; 35, flow valve; 40, observation assembly; 41, mounting rack; 42, pressure measuring pipe; 43, pressure measuring hole.

[0033] The following detailed description will further describe the present application in conjunction with the above-mentioned drawings. DETAILED DESCRIPTION

[0034] To facilitate understanding of the present application, the present application will be described in more detail below with reference to the relevant drawings. The drawings show several embodiments of the present application. However, the present application can be implemented in many different forms and is not limited to the embodiments described herein. On the contrary, the purpose of providing these embodiments is to make the disclosure of the present application more thorough and comprehensive.

[0035] It should be noted that when an element is referred to as being "fixedly attached" to another element, it can be directly on the other element or there can be an intervening element. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or there can be an intervening element. The terms "vertical", "horizontal", "left", "right", and similar expressions used herein are only for the purpose of illustration.

[0036] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which the present application belongs. The terminology used in the description of the present application herein only represents the purpose of describing specific embodiments and is not intended to limit the present application. The term "and / or" used herein includes any and all combinations of one or more of the associated listed items.

[0037] Embodiment one

[0038] Please refer to Figure 1 and Figure 2 , which show an experimental device for simulating a fault zone in the first embodiment of the present application, including a workbench 10, a water inlet assembly 20, a water drainage assembly 30, and an observation assembly 40 arranged on the workbench 10. Specifically, the workbench 10 includes four support legs and a workboard arranged on the four support legs.

[0039] The water inlet assembly 20 comprises a lifting structure 21, a water inlet tank 22 arranged on the lifting structure 21, and a circulating system for circulating liquid into the water inlet tank 22. Specifically, the circulating system comprises a liquid storage tank 23, a hydraulic pump 24 arranged in the liquid storage tank 23, an overflow tank 25 arranged in the water inlet tank 22, and an overflow pipe 26 arranged at the bottom of the overflow tank 25, so that the liquid drawn into the water inlet tank 22 can return to the liquid storage tank 23 from the water inlet tank 22. In a specific implementation, the submersible pump (hydraulic pump 24) draws water into the water inlet tank 22 under a certain pressure. When the water level reaches the overflow tank 25, the excess water flows into the overflow tank 25 and returns to the liquid storage tank 23 through the overflow pipe 26. The outflow pipe 34 of the circulating system is connected to the bottom of the water release assembly 30. The purpose of the circulating system is to control the initial water head entering the water release assembly 30 and maintain a certain water level during the entire experiment. More specifically, the top of the overflow tank 25 is lower than the top of the water inlet tank 22, and the top of the overflow tank 25 is higher than the bottom of the water inlet tank 22. It can be seen that the top opening of the overflow tank 25 is arranged inside the water inlet tank 22, so that the water inlet tank 22 can store a part of the water, and the excess water can enter the overflow tank 25 and then return to the liquid storage tank 23.

[0040] It is worth noting that the height of the overflow tank 25 is adjusted by the lifting of the lifting structure 21. The role is not only to record the initial water head height, but also to adjust the water level through the lifting structure 21, so as to realize the experiment under the condition of fault zone and water level. The entire water inlet assembly 20 is connected to the water release assembly 30 through the outflow pipe 34, so that the water flows through the bottom uniform gravel layer 311, and then slowly flows upward through the wire mesh filter, so that the entire sand layer is saturated with water and is under the pressure water level controlled by the circulating system.

[0041] Specifically, the lifting structure 21 comprises a base 211 and a telescopic member 212 arranged on the base 211. The base 211 comprises four bottom rods connected end to end to form a rectangular frame, and the telescopic member 212 is arranged at the four corner points of the rectangular frame. The telescopic member 212 is marked with a scale. The telescopic member 212 can be an electric hydraulic cylinder.

[0042] The water release assembly 30 comprises a simulation layer 31, a water release well 32 penetrating the top and bottom of the simulation layer 31, a plurality of water release holes 33 arranged on the water release well 32, an outflow pipe 34 arranged at the bottom of the simulation layer 31, and a flow valve 35 arranged at the bottom of the outflow pipe 34 and the water release well 32. The water release holes 33 are arranged in the simulation layer 31, and the outflow pipe 34 is in communication with the water inlet tank 22, so that the liquid in the water inlet tank 22 enters the simulation layer 31.

[0043] Specifically, the simulation layer 31 comprises, from bottom to top, a gravel layer 311, an aquifer layer 312, and a sealing layer 313.

[0044] It is worth noting that the aquifer layer 312 with a certain radius and height is designed to simulate the fault zone penetrated by the aquifer layer 312, and the well wall (the well wall of the drainage well 32) is uniformly arranged with holes (the drainage holes 33), and a wire mesh is used to prevent sand from entering, which is connected to the aquifer layer 312 at the top and bottom, forming a complete well.

[0045] The bottom of the circular aquifer layer 312 is padded with the gravel layer 311, and the upper part is wrapped with a metal wire mesh, which is used to fully metal and prevent fine sand from entering the aquifer layer 312.

[0046] A digital flow meter is arranged at the rear end of the outflow pipe 34 and the front end of the return pipe, and a corresponding control valve is used for control.

[0047] The system simulates the change of water quantity in the drainage process, and provides data support for calculating the storage coefficient by monitoring the change of drainage quantity with time.

[0048] The observation assembly 40 comprises a mounting frame 41, a plurality of pressure measuring tubes 42 arranged on the mounting frame 41, and a plurality of pressure measuring holes arranged at the bottom of the simulation layer 31. The plurality of pressure measuring holes are arranged in a cross shape, and the drainage well 32 is arranged as the midpoint of the cross shape. The plurality of pressure measuring holes are connected to the plurality of pressure measuring tubes 42 one by one. Specifically, the mounting frame 41 is provided with a scale, and the scale value is arranged in parallel with all the pressure measuring tubes 42.

[0049] It is worth noting that, in order to monitor the change of groundwater level of the aquifer layer 312 under the drainage condition, the pressure measuring holes are arranged at the bottom of the aquifer layer 312, and the pressure measuring holes are connected to the pressure measuring tubes 42 through hoses. By monitoring the water level at different times, the depression cone volume is obtained, thereby providing basic data for calculating the storage coefficient.

[0050] Embodiment two

[0051] Please refer to Figure 3 , which shows a preparation method of an experimental device for simulating a fault zone in the second embodiment of the present application. The method comprises the following steps: steps S01-S04.

[0052] S01, adjust the lifting structure 21, make the overflow tank 25 on the lifting structure 21 higher than the simulation layer 31, open the circulation system, so that the liquid enters the simulation layer 31 through the outflow pipe 34;

[0053] The simulation layer 31 comprises, from bottom to top, a gravel layer 311, an aquifer layer 312, and a sealing layer 313.

[0054] Specifically, by adjusting the lifting frame, the overflow tank 25 is always higher than the top plate of the confined aquifer 312, then the submersible pump is started to continuously inject water into the water inlet tank, when the water level rises to the overflow tank 25, part of the water flows out through the outflow pipe 34 and is in hydraulic connection with the aquifer 312 drainage system, and the other part of the water flows back to the water tank through the overflow port.

[0055] After the water is blocked into the gravel layer 311, it continuously passes through the perforated wire on the bottom plate of the aquifer 312 and enters the rectangular aquifer sand layer. As the water inflow continuously increases, the water level will continue to rise, and when the water level exceeds the top plate of the fault zone, a confined environment is formed.

[0056] S02, when the water level of the drainage hole 33 at the top of the drainage well 32 in the simulation layer 31 is at a horizontal position with the water level of the water inlet tank 22 of the circulation system, stop water injection into the simulation layer 31, and record the water pressure of all the drainage holes 33, wherein the radius of the drainage hole 33 is greater than the radius of the outflow pipe 34, and a plurality of drainage holes 33 are arranged on the drainage well 32;

[0057] Specifically, continuously inject water into the confined aquifer 312, when the water level of the drainage hole 33 at the top of the drainage well 32 is at a horizontal position with the water level of the water inlet tank 22, close the flow valve 35 on the outflow pipe 34, record the water pressure of all the drainage holes 33, open two flow valves 35, and record the flow of the flow valve 35 and the water level of the drainage well 32 in real time.

[0058] Specifically, continuously inject water into the confined aquifer 312, when the water level of the drainage hole 33 at the top of the drainage well 32 is at a horizontal position with the water level of the water inlet tank 22, close the flow valve 35 on the outflow pipe 34, record the water pressure of all the drainage holes 33, open two flow valves 35, and record the flow of the flow valve 35 and the water level of the drainage well 32 in real time.

[0059] S03, open the flow valves 35 on the drainage well 32 and the outflow pipe 34 to continuously lower the water level of the simulation layer 31, at this time a drawdown funnel is formed in the simulation layer 31, and the flow of the flow valve 35 and the water level change of the plurality of drainage holes 33 are recorded in real time;

[0060] Specifically, because the radius of the drainage hole 33 is greater than the radius of the outflow pipe 34, the water level of the simulated confined aquifer 312 continuously decreases, at this time the drawdown funnel range is the change amount of the underground water storage, and the water level change of the aquifer 312 at different points can be observed by using the pressure observation hole; by synchronously observing the flow meter of the outflow and backflow pipes with time, the electronic flow meter data is read out, and the water level change data is observed at the same time.

[0061] S04, obtaining the discharge amount of the flow valve 35 on the outflow pipe 34, obtaining the recharge amount of the falling funnel by using a first calculation formula, obtaining the storage amount of the falling funnel by using a second calculation formula, and calculating the water storage coefficient of the simulation layer 31 according to the discharge amount, the recharge amount and the storage amount by using a third calculation formula.

[0062] Wherein, the discharge amount of the flow valve on the outflow pipe is the flow of the flow valve on the outflow pipe.

[0063] The first calculation formula comprises:

[0064] Q Ri = v x B x M x T = K x A x J x M x T

[0065] Wherein, v represents the groundwater seepage velocity (m / d); B represents the water cross-section width (m); M represents the aquifer thickness (m); J represents the groundwater hydraulic slope, dimensionless; T represents the recharge time (h); Q Ri represents the recharge amount.

[0066] Further, the second calculation formula comprises:

[0067] A = C x K

[0068] Wherein, A represents the storage amount; C represents the falling funnel volume; and K represents the permeability coefficient.

[0069] Further, the third calculation formula comprises:

[0070]

[0071] Wherein, Q Di represents the outflow flow meter data; M represents the fault zone aquifer thickness; B represents the water cross-section width; J represents the hydraulic slope; T represents the discharge time; F represents the confined aquifer cross-sectional area; △H represents the water level difference; and S represents the water storage coefficient.

[0072] In the specific calculation, the discharge test of the tunnel front fault is carried out in advance, which not only causes the continuous decline of the water level and forms the falling funnel, but also releases the water in the falling funnel range as the vertical elastic release amount. The discharge amount of each fault zone borehole is the sum of the lateral recharge amount of the fault zone and the storage amount in the falling funnel range. According to the water balance principle, i.e. discharge amount = lateral recharge amount + elastic release amount, Qdischarge = Qrecharge + Qstorage, the water storage coefficient of the aquifer is indirectly obtained.

[0073] The permeability coefficient of the aquifer is obtained by using the previous hydrogeological exploration data

[0074] The permeability coefficient of aquifer is obtained by using the corresponding calculation formula based on the stable flow pumping test of fault zone in the tunnel exploration process in the early stage, and the calculation formula is as follows:

[0075]

[0076] In the formula, SW is the drawdown of well water level; Q is the flow of pumping well; M is the thickness of aquifer; K is the permeability coefficient; rW is the radius of well; and R is the influence radius.

[0077] Range of drawdown funnel and storage capacity calculation

[0078] According to the definition of storage capacity calculation, it is equal to the volume of drawdown funnel of fault zone multiplied by the storage coefficient of aquifer, and the range of drawdown funnel at different times is obtained by using the water level monitoring hole data of fault zone in front of tunnel face, that is, the elastic release amount of drawdown funnel volume of fault zone water level is obtained, and the calculation formula is as follows:

[0079] Q Si = S x F x ΔH

[0080] In the formula, S is the storage coefficient of calculation unit, dimensionless; F is the area of calculation unit (m 2 ); and Δh is the pressure head difference from the aquifer top plate of confined aquifer in fault zone (m).

[0081] First calculation formula of lateral recharge of aquifer

[0082] The lateral recharge in the range of drawdown funnel in fault zone is calculated by using the permeability coefficient of aquifer in fault zone,

[0083] Q Ri = v x B x M x T = K x A x J x M x T

[0084] In the formula, v is the seepage velocity of groundwater (m / d); B is the width of water section (m); M is the thickness of aquifer (m); J is the hydraulic slope of groundwater, dimensionless; and T is the recharge time (h).

[0085] Drilling hole water release amount of fault zone

[0086] The released amount can be obtained by the weir measurement method (triangular weir, rectangular weir) through the water release drilling hole arranged in the tunnel face drilling field. In the experimental device, it is the data of water flow in a period of time.

[0087] Storage coefficient calculation

[0088] From the above, the tunnel drainage water quantity is equal to the fault zone aquifer lateral recharge quantity and its drawdown funnel elastic release quantity.The former can be obtained by the tunnel drainage device, and the lateral recharge quantity is obtained by Darcy's law.The elastic drawdown funnel boundary can be determined by the observation hole, and the volume range can be obtained by integration.In addition, the observation time starting point can be determined according to the situation, and only the storage coefficient is unknown, and the calculation formula is as follows:

[0089] Q Si =Q Di -Q Ri

[0090] In the formula, Q Si is the vertical elastic release water quantity of the fault zone (m 3 ); Q Di is the borehole drainage quantity (m 3 ); Q Ri is the lateral recharge quantity of the drawdown funnel boundary in the fault zone (m 3 ), namely:

[0091] Sx Fx Delta H = Q Di -KMBJT

[0092] That is:

[0093]

[0094] In the formula, Q Di is measured by the water flow meter data; M is the thickness of the fault zone aquifer; B is the width of the water passing section; J is the hydraulic slope; T is the drainage time; F is the cross-sectional area of the confined aquifer; and Delta h is the water level difference.

[0095] In summary, the simulation fault zone experimental device and the storage coefficient calculation method in the above embodiment of the application combine the tunnel construction of the long underground tunnel drilling site layout, adopt the borehole to carry out the advanced exploration and drainage test on the fault zone, find out the front hydrogeological condition, reduce the water filling supply pressure in the fault aquifer during the tunnel passing process, more importantly, indirectly obtain the storage coefficient of the water-rich fault zone through the relationship among the fault zone lateral recharge quantity, the drainage water quantity and the storage release quantity, so that the shortage of the ground stable well flow pumping test parameter obtaining is made up, and a new way for the aquifer parameter calculation is found.

[0096] In the description of the present specification, the description of the terms "one embodiment", "some embodiments", "an example", "a specific example", or "some examples" and the like means that the specific features, structures, materials or characteristics described in connection with the embodiment or example are included in at least one embodiment or example of the present application. In the present specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials or characteristics described can be combined in any one or more embodiments or examples in a suitable manner.

[0097] The above-described embodiments only express several implementation manners of the present application, which are described as specific and detailed, but cannot be understood as limiting the scope of the patent of the present application. It should be noted that, for those skilled in the art, several modifications and improvements can be made without departing from the concept of the present application, which are all within the scope of protection of the present application. Therefore, the scope of protection of the patent of the present application should be subject to the appended claims.

Claims

1. A method for calculating a water storage coefficient of a fault zone experimental apparatus, characterized by, The simulation fault zone experimental device comprises a workbench, a water inlet assembly, a water discharge assembly and an observation assembly arranged on the workbench; The water inlet assembly comprises a lifting structure, a water inlet tank arranged on the lifting structure and a circulating system, so that the liquid is circulated into the water inlet tank; The water discharge assembly comprises a simulation layer, a water discharge well penetrating through the top and bottom of the simulation layer, a plurality of water discharge holes arranged on the water discharge well, an outflow pipe arranged at the bottom of the simulation layer and a flow valve arranged at the bottom of the water discharge well and the outflow pipe, the water discharge holes are arranged in the simulation layer, and the outflow pipe is communicated with the water inlet tank, so that the liquid in the water inlet tank enters the simulation layer; The observation assembly comprises a mounting frame, a plurality of pressure measuring pipes arranged on the mounting frame and a plurality of pressure measuring holes arranged at the bottom of the simulation layer, and the plurality of pressure measuring pipes are connected with the plurality of pressure measuring holes one by one. The water storage coefficient calculation method comprises the following steps: Adjust the lifting structure, make the overflow tank on the lifting structure higher than the simulation layer, open the circulating system, so that the liquid enters the simulation layer through the outflow pipe; When the water level of the water discharge hole at the top of the water discharge well in the simulation layer and the water inlet tank of the circulating system are at a horizontal position, stop water supply to the simulation layer, and record the water pressure of all the water discharge holes, wherein the radius of the water discharge hole is greater than the radius of the outflow pipe, and a plurality of water discharge holes are arranged on the water discharge well; Open the flow valves on the water discharge well and the outflow pipe to continuously lower the water level of the simulation layer, at this time, a drawdown funnel is formed in the simulation layer, and the flow of the flow valve and the water level change of the plurality of water discharge holes are recorded in real time; Obtain the discharge amount of the flow valve on the outflow pipe, obtain the recharge amount of the drawdown funnel by using a first calculation formula, obtain the storage amount of the drawdown funnel by using a second calculation formula, and calculate the water storage coefficient of the simulation layer according to the discharge amount, the recharge amount and the storage amount by using a third calculation formula; The first calculation formula comprises: where v represents the groundwater seepage velocity; B represents the cross-sectional width of the water flow; M represents the fault zone aquifer thickness; J represents the groundwater hydraulic gradient, dimensionless; T represents the drainage time; Q Ri represents the recharge amount; The second calculation formula comprises: In the formula, A represents the storage amount, C represents the volume of the drawdown funnel, and K represents the permeability coefficient; The third calculation formula comprises: wherein is measured as outflow meter data; F is measured as the cross-sectional area of the confined aquifer; AH is measured as the water level difference; and S is measured as the storage coefficient.

2. The method of claim 1, wherein, The circulating system comprises a liquid storage tank, a hydraulic pump arranged in the liquid storage tank, an overflow tank arranged in the water inlet tank and an overflow pipe arranged at the bottom of the overflow tank, so that the liquid drawn into the water inlet tank can return to the liquid storage tank from the water inlet tank.

3. The method of claim 2, wherein the water storage coefficient is calculated by the following equation: ###0001### where, A is the water storage coefficient, Q is the water discharge, h is the water level, t is the time, and h0 is the initial water level. The top of the overflow tank is lower than the top of the water inlet tank, and the top of the overflow tank is higher than the bottom of the water inlet tank.

4. The method of claim 1, wherein, The simulation layer comprises a gravel layer, an aquifer and a sealing layer arranged in sequence from bottom to top.

5. The method of claim 1, wherein, A scale is arranged on the mounting frame, and the scale is arranged in parallel with all the pressure measuring pipes.

6. The method of claim 1, wherein, The lifting structure comprises a base and an extension member arranged on the base; The base comprises four bottom bars connected end to end to form a rectangular frame, and the extension member is arranged at the four corner points of the rectangular frame.

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