Test device and test method for simulating deformation of reinforced dam body under rising and falling of water level

Abstract

The invention provides a test device and a test method for simulating deformation of a reinforced dam body under water level rise and fall. The testing device comprises a main body mechanism, a first liquid level control module, a second liquid level control module, a dam body model installed in the main body mechanism, and an acquisition module, the main body mechanism comprises a model tank, an anti-seepage wall for dividing the model tank into an upstream space and a downstream space, a water inlet valve and a first water outlet valve which are communicated with the upstream space, and a second water outlet valve communicated with the downstream space, and the first liquid level control module is used for controlling the water level of the upstream space to be kept at a first water level height; the second liquid level control module is used for injecting water into the diaphragm wall and controlling the water level of the downstream space to be kept at the second water level height. The test device can control the upstream water level and the downstream water level to cooperatively change, is used for simulating real reservoir operation conditions, and has the advantages of being accurate in simulation result and easy to operate.

Description

Technical Field

[0001] The invention belongs to the technical field of hydraulic engineering test models, and particularly relates to a test device and a test method for simulating the deformation of a reinforced dam under the rise and fall of water levels. Background Art

[0002] In the safety appraisal work after reinforcement, it is found that a considerable number of earth-rock dams reinforced with cutoff walls have cracks at the dam crest after years of operation. Due to the lack of understanding of the deformation law and internal mechanism of the reinforced dam, there is a lack of scientific judgment on the key issues related to the safety of the dam, such as the deformation stability trend of the reinforced dam and the degree of crack hazard. At present, the deformation analysis of the reinforced dam has become a key technical bottleneck in promoting the safety evaluation of the dam structure. Summary of the Invention

[0003] The purpose of the invention is to provide a test device that can control the coordinated change of the upstream water level and the downstream water level. By using this test device to simulate the actual operation conditions of the reservoir, the relationship between the repeated rise and fall of the upstream and downstream water levels of the reservoir and the deformation of the dam body, as well as the evolution of dam body cracks, can be obtained, and it has the advantages of accurate simulation results and simple operation.

[0004] In a first aspect, the invention provides a test device for simulating the deformation of a reinforced dam under the rise and fall of water levels. The test device includes: a main body mechanism, which includes a model tank with a receiving space, a cutoff wall that divides the receiving space of the model tank into an upstream space and a downstream space, an inlet valve and a first outlet valve communicated with the upstream space, and a second outlet valve communicated with the downstream space. The cutoff wall includes an upstream cutoff wall and a downstream cutoff wall arranged at intervals, and a plurality of water seepage holes opened on the downstream cutoff wall. There is a receiving space for holding water between the upstream cutoff wall and the downstream cutoff wall; a first liquid level control module for controlling the water level in the upstream space to remain at a first water level height; a second liquid level control module for injecting water into the receiving space and for controlling the water level in the downstream space to remain at a second water level height; a dam body model, which includes an upstream dam body model with one end abutting against the upstream cutoff wall and the other end spaced from the model tank, and a downstream dam body model with one end abutting against the downstream cutoff wall and the other end spaced from the model tank. The longitudinal sections of the upstream dam body model and the downstream dam body model are both in the shape of a right trapezoid, and the surfaces of the upstream dam body model and the downstream dam body model away from the cutoff wall are inclined dam slopes; a collection module for obtaining a first data set corresponding to the upstream dam body model and a second data set corresponding to the downstream dam body model under the cyclic rise and fall of the water level in the upstream space and the water level in the downstream space.

[0005] In a specific embodiment, the acquisition module includes a plurality of first surface displacement gauges installed on the slope of the upstream dam body model, a plurality of second surface displacement gauges installed on the slope of the downstream dam body model, a plurality of first detection components installed at intervals along the height direction of the upstream dam body model within the upstream dam body model, and a plurality of second detection components installed at intervals along the height direction of the downstream dam body model within the downstream dam body model. Among them, both the first detection component and the second detection component include a plurality of sensor pairs composed of piezometers and earth pressure cells at the same height, and the piezometers and the earth pressure cells are arranged adjacent to each other.

[0006] In a specific embodiment, the acquisition module includes a first camera for collecting images of the slope of the upstream dam body model and a second camera for collecting images of the slope of the downstream dam body model.

[0007] In a second aspect, the present invention provides a test method for simulating the process of water level rise and fall using the test device described above. The test method is used to obtain the relationship between the uneven deformation of the upstream and downstream and the water level rise and fall and the number of times of water level rise and fall. The test method includes: Step (1), fabricate the main body mechanism; Step (2), provide the first liquid level control module and the second liquid level control module and install them; Step (3), provide the acquisition module, fabricate the dam body model and install the acquisition module within the dam body model; Step (4), perform multiple water level rise and fall cycle operations, and obtain the acquisition data corresponding to each water level rise and fall operation based on the acquisition module, to obtain the first data set corresponding to the upstream dam body model and the second data set corresponding to the downstream dam body model; Step (5), based on the type of acquisition data, perform data processing on the first data set and the second data set obtained from multiple water level cycle rise and fall operations, to obtain the relationship between the uneven deformation of the upstream dam body model and the downstream dam body model and the water level rise and fall and the number of times of water level rise and fall.

[0008] In a third aspect, the present invention provides a test method for simulating the process of water level rise and fall using the test device described above. The test method is used to obtain the relationship between the crack evolution behavior of the dam slope of the dam body model and the number of times of water level rise and fall. The test method includes: Step (1), fabricate the main mechanism; Step (2), provide and install the first liquid level control module and the second liquid level control module; Step (3), fabricate the dam body model; Step (4), provide and install the acquisition module, and the acquisition module further includes a first bracket for installing the first camera and a second bracket for installing the second camera. The first bracket and the second bracket are arranged opposite to each other and are both detachably connected to the side wall of the model tank; Step (5), perform multiple water level cyclic rise and fall operations, and obtain the images collected by the acquisition module before each water level rise operation, to obtain the first data set corresponding to the upstream dam body model and the second data set corresponding to the downstream dam body model. The first data set includes multiple upstream dam slope images collected by the first camera, and the second data set includes multiple downstream dam slope images collected by the second camera; Step (6), process each upstream dam slope image in the first data set respectively to obtain a first crack data group, and based on the first crack data group, obtain the relationship between the crack evolution behavior of the dam slope of the upstream dam body model and the number of times of water level rise and fall, wherein the first crack data group includes multiple crack data corresponding to the dam slope of the upstream dam body model under multiple water level cyclic rise and fall; Step (7), process each downstream dam slope image in the second data set respectively to obtain a second crack data group, and based on the second crack data group, obtain the relationship between the crack evolution behavior of the dam slope of the downstream dam body model and the number of times of water level rise and fall, wherein the second crack data group includes multiple crack data corresponding to the dam slope of the downstream dam body model under multiple water level cyclic rise and fall.

[0009] The beneficial effects of the present invention at least include:

[0010] 1. The test device provided by the present invention includes a main body mechanism, a first liquid level control module and a second liquid level control module communicated with the main body mechanism, a dam body model installed in the main body mechanism, and a collection module. Among them, the main body mechanism includes a model tank with a receiving space, a waterproof wall that divides the receiving space of the model tank into an upstream space and a downstream space, a water inlet valve and a first water outlet valve communicated with the upstream space, and a second water outlet valve communicated with the downstream space. The waterproof wall includes an upstream waterproof wall and a downstream waterproof wall arranged at intervals, and a plurality of water seepage holes opened on the downstream waterproof wall. There is a receiving space for holding water between the upstream waterproof wall and the downstream waterproof wall; the first liquid level control module is used to control the water level in the upstream space to remain at a first water level height; the second liquid level control module is used to inject water into the receiving space and to control the water level in the downstream space to remain at a second water level height. By dividing the model tank into an upstream space and a downstream space through the waterproof wall, and the liquid levels in the upstream space and the downstream space are controlled by different liquid level control modules respectively. In this way, on the one hand, the upstream space and the downstream space can be controlled at different liquid levels for measurement to monitor the relationship between the dam body deformation and the water level rise and fall. On the other hand, the crack evolution behavior of the dam slope can also be observed through the images collected by the collection module to monitor the influence of the water level rise and fall on the dam body model, which is beneficial to improving the accuracy of the analysis of the causes of dam body deformation and cracks, and has important significance for the safety evaluation of the dam body structure.

[0011] 2. The test device provided by the present invention can understand the relationship between the deformation and crack evolution behavior of dams made of different types of soil and the number of times of water level rise and fall by replacing the soil body of the dam body model, and provide safe and reliable data support for the design of the dam body.

[0012] 3. The test device provided by the present invention can simulate the actual reservoir operation conditions. Using this test device for simulation tests makes the simulation results more accurate and realistic.

[0013] In addition to the above-described objectives, features, and advantages, the present invention has other objectives, features, and advantages. The following will refer to the drawings to further elaborate on the present invention in detail. BRIEF DESCRIPTION OF THE DRAWINGS

[0014] Figure 1 is a middle cross-sectional view of the test device provided by an embodiment of the present invention;

[0015] Figure 2 is a top view of the test device provided by an embodiment of the present invention;

[0016] Figure 3 is a three-dimensional view of the test device provided by another embodiment of the present invention;

[0017] Figure 4The step flow chart of the water level rise and fall operation method in each test method provided by the present invention;

[0018] Figure 5 The intermediate cross-sectional view marked with the serial numbers of the acquisition modules of the test device provided in Embodiment 1 of the present invention;

[0019] Figure 6 The top view of the test device provided in Embodiment 1 of the present invention marked with the serial numbers of the acquisition modules;

[0020] Figure 7 The water level rise and fall cycle number - displacement curve corresponding to the upstream dam body model provided in Embodiment 1 of the present invention;

[0021] Figure 8 The water level rise and fall cycle number - displacement curve corresponding to the downstream dam body model provided in Embodiment 1 of the present invention;

[0022] Figure 9 The water level rise and fall number - pore water pressure curve corresponding to the dam body model provided in Embodiment 1 of the present invention;

[0023] Figure 10 The water level rise and fall number - earth pressure curve corresponding to the dam body model provided in Embodiment 1 of the present invention;

[0024] Figure 11 The internal soil displacement and surface displacement diagram of the dam body model under the first water level rise and fall provided in Embodiment 1 of the present invention;

[0025] Figure 12 The displacement diagram of different sections of the dam body model under the first water level rise and fall provided in Embodiment 1 of the present invention;

[0026] Figure 13 The pore water pressure diagram of the dam body model under the first water level rise and fall provided in Embodiment 1 of the present invention;

[0027] Figure 14 The earth pressure diagram of the dam body model under the first water level rise and fall provided in Embodiment 1 of the present invention;

[0028] Figure 15 The curve graph of the relationship between the surface crack rate and the average crack width of the dam slope of the upstream dam body model and the number of water level rise and fall provided in Embodiment 2 of the present invention;

[0029] Figure 16 The curve graph of the relationship between the surface crack rate and the average crack width of the dam slope of the downstream dam body model and the number of water level rise and fall provided in Embodiment 2 of the present invention. Detailed implementation manners

[0030] The embodiments of the present invention will be described in detail below with reference to the accompanying drawings.

[0031] According to the first aspect of the present invention, the present invention provides a test device for simulating the deformation of a reinforced dam under rising and falling water levels. This test device can control the coordinated change of the upstream water level and the downstream water level, simulate the real reservoir operation conditions, and obtain the relationship between the repeated rising and falling of the upstream and downstream water levels of the reservoir, the deformation of the dam body, and the evolution of the dam body cracks. In this way, it is beneficial to improve the accuracy of the analysis of the causes of the dam body deformation and cracks, and is of great significance for the safety evaluation of the dam body structure.

[0032] Please refer to Figures 1 to 3 , the present invention provides a test device for simulating the deformation of a reinforced dam under rising and falling water levels, and the reinforced dam is an earth dam reinforced with a cut-off wall.

[0033] The test device includes a main body mechanism 10, a first liquid level control module 20 and a second liquid level control module 30 communicated with the main body mechanism 10, a dam body model 40 installed in the main body mechanism 10, and a collection module.

[0034] The main body mechanism 10 includes a model tank 11 having a receiving space 11A, a cut-off wall 12 that divides the receiving space 11A of the model tank 11 into an upstream space 101A and a downstream space 102A, an inlet valve 13 and a first outlet valve 14 communicated with the upstream space 101A, and a second outlet valve 15 communicated with the downstream space 102A.

[0035] In the present invention, the model tank 11 is a square tank with an open upper end, including a rectangular tank bottom 111 and tank walls 112 that together with the tank bottom 111 enclose the receiving space 11A.

[0036] In the present invention, the tank bottom 111 is an impervious dam foundation formed by paving 10 cm thick concrete.

[0037] In the present invention, the tank walls 112 include two first side walls 1121 arranged in parallel at both ends of the tank bottom 111 and two second side walls 1122 arranged in parallel on both sides of the tank bottom 11. One first side wall 1121, one second side wall 1122, the other first side wall 1121, and the other second side wall 1122 are connected end to end in sequence to form the tank walls 112.

[0038] In the present invention, both the first side wall 1121 and the second side wall 1122 are tempered glass and are detachably connected by steel channels.

[0039] In an alternative embodiment, the impervious wall 12 includes an upstream impervious wall 121 and a downstream impervious wall 122 which are arranged at intervals, and a plurality of water seepage holes are formed in the downstream impervious wall 122. There is a receiving space for holding water between the upstream impervious wall 121 and the downstream impervious wall 122.

[0040] In the present invention, the upstream impervious wall 121 is an impervious plate body, and the water seepage holes formed in the downstream impervious wall 122 are for enabling the water in the receiving space to enter the downstream space through the water seepage holes.

[0041] In an alternative embodiment, the impervious wall 12 may further include a connecting member for connecting the upstream impervious wall 121 and the downstream impervious wall 122.

[0042] The water inlet valve 13 is for enabling the water in the water supply device to enter the upstream space, the first water outlet valve 14 is for discharging the water in the upstream space, and the second water outlet valve 15 is for discharging the water in the downstream space.

[0043] In the present invention, the first liquid level control module 20 is communicated with the upstream space 101A, and the first liquid level control module is for controlling the water level in the upstream space 101A to be maintained at a first water level height. It can be understood that the first water level height can be any height, that is, the function of the first liquid level control module 20 is to enable the water level in the upstream space to be at a certain water level height.

[0044] The first liquid level control module 20 includes a first water tank, a first water inlet hole and a first water control hole which are formed in the side wall of the first water tank and are located at the same height, a first water outlet hole formed in the bottom wall of the first water tank, a first water inlet pipe connected to the first water inlet hole, a first drain pipe connected to the first water control hole, a first water outlet pipe with one end connected to the first water outlet hole and the other end communicated with the upstream space, and a first faucet with both ends respectively connected to the first water inlet pipe and the water supply device. Among them, the first water inlet hole and the first water control hole are located at the same height as the first water level height.

[0045] In the present invention, the height of the first water tank can be adjusted, so that the heights of the first water inlet hole and the first water control hole can also be adjusted. In this way, when the first water level height changes, the heights of the first water inlet hole and the first water control hole can be adjusted to be consistent with the first water level height by adjusting the height of the first water tank.

[0046] In the present invention, the water in the upstream space is first injected through the water inlet valve and then maintained at the first water level height by the first liquid level control module 20.

[0047] In the present invention, the second liquid level control module 30 communicates with the accommodation space of the impervious wall 12, and the second liquid level control module 30 is used to inject water into the accommodation space and to control the water level in the downstream space to be maintained at a second water level height.

[0048] In the present invention, the second water level height is different from the first water level height and is lower than the first water level height.

[0049] Since the water in the accommodation space can enter the downstream space through the seepage holes of the downstream impervious wall, thus, the second liquid level control module 30 is also connected to the downstream space. Therefore, water can be injected into the downstream space through the second liquid level control module 30, and the water level in the downstream space can also be controlled to be maintained at the second water level height.

[0050] The second liquid level control module 30 includes a second water tank, a second water inlet hole and a second water control hole which are opened on the side wall of the second water tank and are at the same height, a second water outlet hole which is opened on the bottom wall of the second water tank, a second water inlet pipe connected to the second water inlet hole, a second drain pipe connected to the second water control hole, a second water outlet pipe with one end connected to the second water outlet hole and the other end communicating with the accommodation space of the impervious wall, and a second faucet with both ends respectively connected to the second water inlet pipe and the water supply device, wherein the second water inlet hole and the second water control hole are at the same height as the second water level height.

[0051] In the present invention, the height of the second water tank can be adjusted, so that the heights of the second water inlet hole and the second water control hole can also be adjusted. Thus, when the second water level height changes, the heights of the second water inlet hole and the second water control hole can be adjusted to be consistent with the second water level height by adjusting the height of the second water tank.

[0052] In the present invention, no water inlet valve is provided in the downstream space, and both water injection and liquid level control are carried out through the second liquid level control module 30.

[0053] It can be understood that a water injection hole is opened on the second side wall of the model tank 11 facing the accommodation space, and the second water inlet pipe communicates with the accommodation space through the water injection hole.

[0054] In the present invention, the dam body model 40 is used to simulate the dam body. Since the soil for making the dam body can be freely selected, thus, when conducting tests with the test device of the present invention, the deformation and crack evolution behaviors of different soil bodies can also be studied by replacing the dam body model, providing a basis for the safety design of the dam body.

[0055] The dam body model 40 includes an upstream dam body model 41 with one end abutting against the upstream impervious wall 121 and the other end spaced from the model tank 11, and a downstream dam body model 42 with one end abutting against the downstream impervious wall 122 and the other end spaced from the model tank 11.

[0056] In the present invention, the upstream dam body model 41 and the downstream dam body model 42 have the same shape and are symmetrically arranged with respect to the impervious wall 12.

[0057] In the present invention, the upstream dam body model 41 and the downstream dam body model 42 extend along the width direction of the tank bottom 111, and in the width direction, both the upstream dam body model 41 and the downstream dam body model 42 are in seamless abutment with the model tank 11.

[0058] In the present invention, the longitudinal sections of the upstream dam body model 41 and the downstream dam body model 42 are both in the shape of a right trapezoid, and the surfaces of the upstream dam body model 41 and the downstream dam body model 42 away from the impervious wall 12 are inclined dam slopes; the surfaces of the upstream dam body model 41 and the downstream dam body model 42 away from the tank bottom 111 are dam tops.

[0059] In the present invention, the acquisition module is used to obtain the water level in the upstream space and the first data set corresponding to the upstream dam body model and the second data set corresponding to the downstream dam body model under the rise and fall of the water level in the downstream space.

[0060] The first data set includes the surface displacement value, pore water pressure and earth pressure of the upstream dam body model or the dam slope image of the upstream dam body model, and the second data set includes the surface displacement value, pore water pressure and earth pressure of the downstream dam body model or the dam slope image of the downstream dam body model.

[0061] In an optional implementation manner, the acquisition module includes a plurality of first surface displacement gauges 51 installed on the dam slope of the upstream dam body model 41, a plurality of second surface displacement gauges 52 installed on the dam slope of the downstream dam body model 42, a plurality of first detection components 53 installed at intervals along the height direction of the upstream dam body model 41 inside the upstream dam body model, and a plurality of second detection components 54 installed at intervals along the height direction of the downstream dam body model 42 inside the downstream dam body model. Among them, both the first detection component 53 and the second detection component 54 include a plurality of sensor pairs composed of piezometers and earth pressure cells at the same height, and the piezometers and the earth pressure cells are arranged adjacent to each other.

[0062] In the present invention, both the first surface displacement gauge 51 and the second surface displacement gauge 52 are JMDL-2110AT intelligent general displacement gauges. The first surface displacement gauge is used to collect the surface displacement values of the soil body of the upstream dam model, and the second surface displacement gauge is used to collect the surface displacement values of the soil body of the downstream dam model.

[0063] In the present invention, the piezometers in the first detection component 53 and the second detection component 54 are JMZX-5701HT piezometers, which are used to collect pore water pressure; the earth pressure cells are JMZX-5001AT intelligent vibrating wire earth pressure cells, which are used to collect earth pressure.

[0064] In an alternative embodiment, the acquisition module further includes a plurality of first settlement scales 55 installed in the upstream dam model 41 and a plurality of second settlement scales 56 installed in the downstream dam model 42.

[0065] In the present invention, the first settlement scale is used to collect the internal displacement values of the soil body of the upstream dam model, and the second settlement scale is used to collect the internal displacement values of the soil body of the downstream dam model.

[0066] In the present invention, the first settlement scale 55 and the second settlement scale 56 are JMDL-4110AT vertical soil strain gauges.

[0067] In an alternative embodiment, the plurality of first settlement scales 55 and the plurality of second settlement scales 56 are arranged at intervals along the width direction of the model tank 11.

[0068] In another alternative embodiment, the acquisition module includes a first camera 61 for collecting the dam slope image of the upstream dam model 41 and a second camera 62 for collecting the dam slope image of the downstream dam model 42. The first camera 61 and the second camera 62 are arranged opposite to each other.

[0069] Furthermore, the acquisition module further includes a first bracket 63 detachably installed on one first sidewall of the model tank 11 and a second bracket 64 detachably installed on the other first sidewall of the model tank 11. The first camera 61 is installed on the first bracket 63, and the second camera 62 is installed on the second bracket 64.

[0070] It should be noted that the installation heights of the first camera 61 and the second camera 62 can be adjusted. The appropriate installation positions correspond to that the first camera 61 can obtain a complete image of the dam slope of the upstream dam model 41, and the second camera 62 can obtain a complete image of the dam slope of the downstream dam model 42.

[0071] In another alternative embodiment, the acquisition module further includes a third camera for acquiring side deformation images of the upstream dam body model 41, a fourth camera for acquiring side deformation images of the downstream dam body model 42, and a fifth camera for acquiring top images of the dam body model.

[0072] The deformation conditions of the slopes of the upstream dam body model and the downstream dam body model can be observed through the images acquired by the third camera and the fourth camera, and the crack evolution conditions of the top of the dam body model can be observed through the images acquired by the fifth camera.

[0073] In an alternative embodiment, the test device further includes a data processing module, and the data processing module includes a comprehensive acquisition module communicatively connected to the acquisition module and a monitoring cloud platform for sending instructions and displaying the data received by the comprehensive acquisition module.

[0074] In the present invention, the comprehensive acquisition module is a JMZX-32A comprehensive acquisition module.

[0075] According to the second aspect of the present invention, the present invention also provides a test method for simulating the process of water level rise and fall by using the test device described above, and the test method is used to obtain the relationship between the uneven deformations of the upstream and downstream and the water level rise and fall and the number of times of water level rise and fall. The test method includes: Step (1), manufacturing the main body mechanism; Step (2), providing the first liquid level control module and the second liquid level control module and installing them; Step (3), providing an acquisition module, manufacturing the dam body model and installing the acquisition module in the dam body model; Step (4), performing multiple water level cyclic rise and fall operations, and obtaining acquisition data corresponding to each water level rise and fall operation based on the acquisition module to obtain a first data set corresponding to the upstream dam body model and a second data set corresponding to the downstream dam body model; Step (5), based on the type of acquisition data, performing data processing on the first data set and the second data set obtained from multiple water level cyclic rise and fall operations to obtain the relationship between the uneven deformations of the upstream dam body model and the downstream dam body model and the water level rise and fall and the number of times of water level rise and fall.

[0076] In an alternative embodiment, before the step (2), it further includes setting a first water level height corresponding to the upstream space and obtaining a second water level height corresponding to the downstream space based on the first water level height, where the second water level height is calculated using a preset formula, and the preset formula is:

[0077]

[0078] Wherein, H is the second water level height, H1 is the first water level height, T is the thickness of the impervious wall, and L is the seepage path length of the downstream dam slope of the dam body model.

[0079] Please refer to Figure 4 , in an optional implementation manner, the method for each water level rising and falling operation includes: Step S10, open the water inlet valve, and raise the water level in the upstream space from 0 m to the first water level height according to the first duration. While opening the water inlet valve, open the second liquid level control module and the second water outlet valve, so that the water level in the downstream space rises from 0 m to the second water level height through the first duration; Step S20, close the water inlet valve, and open the first liquid level control module to keep the water level in the upstream space at the first water level height for the second duration. At the same time, the second liquid level control module keeps the water level in the downstream space at the second water level height for the second duration; Step S30, after the test device stands still for the second duration, close the first liquid level control module and the second liquid level control module, and open the first water outlet valve, so that the water levels in both the upstream space and the downstream space drop to 0 m through the first duration.

[0080] In the present invention, during the entire cycle of the water level rising and falling operation, the second water outlet valve is always in an open state to be consistent with the operation of the reservoir.

[0081] According to the third aspect of the present invention, the present invention also provides a test method for simulating the water level rising and falling process by using the test device described above, and the test method is used to obtain the relationship between the crack evolution behavior of the dam slope of the dam body model and the number of times of cyclic rising and falling of the water level.

[0082] The test method includes: Step (1), fabricating the main body mechanism; Step (2), providing and installing the first liquid level control module and the second liquid level control module; Step (3), fabricating the dam body model; Step (4), providing and installing the acquisition module, where the acquisition module further includes a first bracket for installing the first camera and a second bracket for installing the second camera, the first bracket and the second bracket are arranged opposite to each other and are detachably connected to the side wall of the model tank; Step (5), performing multiple water level cyclic lifting operations, and acquiring the images collected by the acquisition module before each water level rising operation to obtain the first data set corresponding to the upstream dam body model and the second data set corresponding to the downstream dam body model, where the first data set includes multiple upstream dam slope images collected by the first camera, and the second data set includes multiple downstream dam slope images collected by the second camera; Step (6), processing each upstream dam slope image in the first data set respectively to obtain a first crack data group, and obtaining the relationship between the crack evolution behavior of the dam slope of the upstream dam body model and the number of water level liftings based on the first crack data group, where the first crack data group includes multiple crack data corresponding to the dam slope of the upstream dam body model under multiple water level cyclic liftings; Step (7), processing each downstream dam slope image in the second data set respectively to obtain a second crack data group, and obtaining the relationship between the crack evolution behavior of the dam slope of the downstream dam body model and the number of water level liftings based on the second crack data group, where the second crack data group includes multiple crack data corresponding to the dam slope of the downstream dam body model under multiple water level cyclic liftings.

[0083] In the present invention, throughout the entire cycle of the water level lifting operation, the second water outlet valve is always in an open state to be consistent with the operation of the reservoir.

[0084] In an optional implementation manner, before the step (2), it further includes setting a first water level height corresponding to the upstream space, and obtaining a second water level height corresponding to the downstream space based on the first water level height, where the second water level height is calculated using a preset formula, and the preset formula is:

[0085]

[0086] where H is the second water level height, H1 is the first water level height, T is the thickness of the impervious wall, and L is the seepage path length of the dam slope of the downstream dam body model.

[0087] Please refer to Figure 4, in an alternative embodiment, the method for each water level rising and falling operation includes: Step S10: Open the inlet valve, and raise the water level in the upstream space from 0 m to the first water level height in the first time period. While opening the inlet valve, open the second liquid level control module and the second outlet valve, so that the water level in the downstream space rises from 0 m to the second water level height in the first time period; Step S20: Close the inlet valve, and open the first liquid level control module to keep the water level in the upstream space at the first water level height for the second time period. At the same time, the second liquid level control module keeps the water level in the downstream space at the second water level height for the second time period; Step S30: After the test device stands still for the second time period, close the first liquid level control module and the second liquid level control module, and open the first outlet valve, so that the water levels in both the upstream space and the downstream space drop to 0 m in the first time period.

[0088] Example 1

[0089] Test method for simulating non-uniform deformation of reinforced dam body during water level rising and falling process

[0090] For the test device made by the test method corresponding to Example 1, see Figure 1 and Figure 2 .

[0091] Step 1.1: Fabricate the main structure

[0092] This step specifically includes:

[0093] Step one: Fabricate the model tank 11.

[0094] In this embodiment, the model tank 11 is cubic in shape, and the length × width × height of the model tank = 10.5 m × 3 m × 2 m.

[0095] In this embodiment, the bottom 111 of the model tank is an impervious dam foundation, and the tank wall 112 of the model tank is assembled by four pieces of tempered glass and multiple pieces of channel steel. Among them, the impervious dam foundation is formed by paving 10 cm thick concrete, and the thickness of the tempered glass is 20 mm.

[0096] Step two: Provide the cut-off wall 12 and install the cut-off wall at the middle position of the model tank.

[0097] In this embodiment, along the length direction of the model tank, the cut-off wall 12 divides the receiving space 11A of the model tank 11 into an upstream space 101A and a downstream space 102A with exactly the same volume.

[0098] In this embodiment, the anti-seepage wall 12 is made of two pieces of 20mm tempered glass on the upstream and downstream sides. There is a 30mm gap between the two pieces of glass for filling water. Therefore, the total thickness of the anti-seepage wall is 70mm. The downstream anti-seepage wall is drilled with 304 permeable holes with a diameter of 10mm.

[0099] Step 3: Install the water inlet valve 13 and the first water outlet valve 14 that communicate with the upstream space 101A, and the second water outlet valve 15 that communicates with the downstream space 102A.

[0100] In this embodiment, the water inlet valve 13 is installed at the first end of the model tank, and the first water outlet valve 14 and the second water outlet valve 15 are both installed at the second end of the model tank. Please refer to Figure 2 , Figure 2 as shown, the rear end is the first end, Figure 2 as shown, the front end is the second end.

[0101] Step 1.2: Set the first water level height corresponding to the upstream space, and obtain the second water level height corresponding to the downstream space based on the first water level height. Among them, the second water level height is calculated using a preset formula, and the preset formula is:

[0102]

[0103] Among them, H is the second water level height, H1 is the first water level height, T is the thickness of the anti-seepage wall, and L is the seepage path length of the downstream dam body model's dam slope.

[0104] In this embodiment, the thickness of the anti-seepage wall is 70mm, and the seepage path length L of the downstream dam body model's dam slope is taken as 4m (approximate value).

[0105] In this embodiment, based on the height of the model tank and the first settlement scale to be selected, the first water height is set to 1.6m, and the second water level height set according to the preset formula is 1.07m.

[0106] Step 1.3: Provide and install the first liquid level control module and the second liquid level control module.

[0107] The first liquid level control module 20 includes a first water tank 21, a first water inlet hole and a first water control hole which are opened on the side wall of the first water tank and at the same height, a first water outlet hole opened on the bottom wall of the first water tank, a first water inlet pipe connected to the first water inlet hole, a first drain pipe connected to the first water control hole, a first water outlet pipe with one end connected to the first water outlet hole and the other end communicating with the upstream space, and a first faucet with both ends respectively connected to the first water inlet pipe and the water supply device; the second liquid level control module 30 includes a second water tank 31, a second water inlet hole and a second water control hole which are opened on the side wall of the second water tank and at the same height, a second water outlet hole opened on the bottom wall of the second water tank, a second water inlet pipe connected to the second water inlet hole, a second drain pipe connected to the second water control hole, a second water outlet pipe with one end connected to the second water outlet hole and the other end communicating with the accommodation space of the cutoff wall, and a second faucet with both ends respectively connected to the second water inlet pipe and the water supply device.

[0108] The installation method is specifically as follows: install the first water tank at a first preset height so that the first water inlet hole and the first water control hole are at the same height as the first water level. At the same time, connect the first water inlet pipe to the first faucet, extend the first drain pipe into the middle water tank, and extend the first water outlet pipe into the upstream space; install the second water tank at a second preset height so that the second water inlet hole and the second water control hole are at the same height as the second water level. At the same time, connect the second water inlet pipe to the second faucet, extend the second drain pipe into the middle water tank, and connect the second water outlet pipe to the accommodation space.

[0109] Step 1.4: Provide a collection module, fabricate the dam body model 40 and install the collection module in the dam body model.

[0110] In this embodiment, the dam body model 40 includes an upstream dam body model 41 with one end abutting against the upstream cutoff wall and the other end spaced from the model tank, and a downstream dam body model 42 with one end abutting against the downstream cutoff wall and the other end spaced from the model tank. The longitudinal cross-sections of the upstream dam body model 41 and the downstream dam body model 42 are both in the shape of a right trapezoid.

[0111] In this embodiment, the structures of the upstream dam body model and the downstream dam body model are exactly the same. Based on the longitudinal cross-sectional view, their dimensions are specifically: the length × width of the upper base is 0.2 m × 3 m, the length × width of the lower base is 4 m × 3 m, and the ratio of the height of the upstream dam body model / downstream dam body model to the difference between the length of the lower base and the length of the upper base = 1:2.

[0112] In this embodiment, the dam body model is filled in horizontal layers from low to high, with a layer thickness of 10 cm for spreading materials. When spreading materials to the dam edge, an additional 10 cm width is filled outside the design edge line, and impurities such as sand (gravel) in the upstream soil materials are removed; manual ramming is carried out, and ring-knife sampling is used to detect the ramming quality. The sampling position is at the lower 1 / 3 of each ramming layer, and 2 samples are taken from each ramming layer. When filling to the specified position, the measurement module is buried.

[0113] In this embodiment, a method of burying the measurement module while filling soil is adopted. Taking the middle section of the dam body model as the dividing line, the upstream dam body model and the downstream dam body model are evenly divided into two halves, and the acquisition modules are installed in half of the upstream dam body model and half of the downstream dam body model.

[0114] In this embodiment, the acquisition module includes 6 first surface displacement gauges Di installed on the dam slope of the upstream dam body model, 6 second surface displacement gauges di installed on the dam slope of the downstream dam body model, 9 first detection components (Ui / Ei) installed at intervals along the height direction of the upstream dam body model inside the upstream dam body model, 9 second detection components (ui / ei) installed at intervals along the height direction of the downstream dam body model inside the downstream dam body model, 3 first settlement scales Si installed inside the upstream dam body model, and 3 second settlement scales si installed inside the downstream dam body model. Among them, each of the first detection component and the second detection component includes a plurality of sensor pairs composed of piezometers and earth pressure cells at the same height, and the piezometer and the earth pressure cell are arranged adjacent to each other.

[0115] It can be understood that the multiple sensor pairs included in the same group of the first detection components are at the same height, and the multiple sensor pairs included in the same group of the second detection components are at the same height.

[0116] In this embodiment, the piezometer and the earth pressure cell are arranged in cooperation.

[0117] Please refer to Figure 5 and Figure 6, the installation of the surface displacement gauges in the acquisition module is specifically as follows: taking the middle section of the upstream dam model as the dividing line, the upstream dam model is divided into two halves. Three first surface displacement gauges D1, D2, and D3 are installed at intervals along the width direction at the top of the dam slope of one half of the upstream dam model. Three first surface displacement gauges D4, D5, and D6 are installed at intervals along the width direction on the dam slope of one half of the upstream dam model, and the three first surface displacement gauges D4, D5, and D6 are all set at the first water level height. Taking the middle section of the downstream dam model as the dividing line, the downstream dam model is divided into two halves. Three second surface displacement gauges d1, d2, and d3 are installed at intervals along the width direction at the top of the dam slope of one half of the downstream dam model. Three second surface displacement gauges d4, d5, and d6 are installed at intervals along the width direction on the dam slope of one half of the downstream dam model, and the three second surface displacement gauges d4, d5, and d6 are all set at the first water level height.

[0118] Please refer to Figure 5 and Figure 6 , the installation of the piezometers and earth pressure cells in the acquisition module is specifically as follows: Nine first detection components are all installed at the middle section of the upstream dam model. At a height h = 0.4 m, four first detection components are installed at intervals along the length direction of the model tank. At a height h = 0.8 m, three first detection components are installed at intervals along the length direction of the model tank. At a height h = 1.2 m, two first detection components are installed at intervals along the length direction of the model tank. Nine second detection components are all installed at the middle section of the downstream dam model. At a height h = 0.4 m, four second detection components are installed at intervals along the length direction of the model tank. At a height h = 0.8 m, three second detection components are installed at intervals along the length direction of the model tank. At a height h = 1.2 m, two second detection components are installed at intervals along the length direction of the model tank.

[0119] It should be noted that in Figure 5 , the piezometer in the first detection component is represented by Ui, the earth pressure cell is represented by Ei, the piezometer in the second detection component is represented by ui, and the earth pressure cell is represented by ei.

[0120] Please refer to Figure 5 and Figure 6 , taking the middle section of the upstream dam model as the dividing line, the upstream dam model is divided into two halves. Three first settlement scales S1, S2, and S3 are installed at intervals along the width direction inside one half of the upstream dam model. Taking the middle section of the downstream dam model as the dividing line, the downstream dam model is divided into two halves. Three second settlement scales s1, s2, and s3 are installed at intervals along the width direction inside one half of the downstream dam model. The positions of S1 and s1, the positions of S2 and s2, and the positions of S3 and s3 have a first corresponding relationship. In this embodiment, the first corresponding relationship can be understood as being symmetrically arranged about the cutoff wall.

[0121] In this embodiment, the first settlement scale is used to collect the internal displacement of the soil mass of the upstream dam body, and the second settlement scale is used to collect the internal displacement of the soil mass of the downstream dam body.

[0122] Step 1.5: Perform multiple water level cyclic rising and falling operations, and obtain the collected data corresponding to each water level rising and falling operation based on the collection module, so as to obtain the first data set corresponding to the upstream dam body model and the second data set corresponding to the downstream dam body model.

[0123] In this embodiment, the first data set includes the surface displacement values of the soil mass of the upstream dam body model collected by each of the first surface displacement gauges under multiple water level rising and falling operations, the pore water pressure collected by each piezometer installed in the upstream dam body model, the earth pressure collected by each earth pressure cell installed in the upstream dam body model, and the internal displacement values of the soil mass of the upstream dam body model collected by each first settlement scale; the second data set includes the surface displacement values of the soil mass of the downstream dam body model collected by each of the second surface displacement gauges under multiple water level rising and falling operations, the pore water pressure collected by each piezometer installed in the downstream dam body model, the earth pressure collected by each earth pressure cell installed in the downstream dam body model, and the internal displacement values of the soil mass of the downstream dam body model collected by each second settlement scale.

[0124] In this embodiment, the collection frequencies of the first surface displacement gauge, the second surface displacement gauge, the first settlement scale, the second settlement scale, the piezometer and the earth pressure cell in the collection module are once every 3 minutes.

[0125] Please refer to Figure 4 , in this embodiment, a total of 8 water level rising and falling operations are performed, and the method for each water level rising and falling operation includes:

[0126] Step S10: Open the water inlet valve to raise the water level in the upstream space from 0 m to the first water level height at the first time period. While opening the water inlet valve, open the second liquid level control module and the second water outlet valve to raise the water level in the downstream space from 0 m to the second water level height at the first time period.

[0127] In the present invention, opening the second liquid level control module specifically means opening the second faucet.

[0128] In this embodiment, the first water level height is set to 1.6 m, the second water level height is 1.07 m, and the first time period is 5.25 h.

[0129] In this embodiment, the first water level height is set to 1.6 m, which is determined based on experience by comprehensively considering factors such as the size of the model tank and the model of the first settlement scale. In other embodiments, the first water level height can also be other heights, such as 0.8 m, 1.0 m, 1.2 m, and 1.5 m, etc.

[0130] In this embodiment, the first duration of 5.25 h is determined based on the maximum water discharge speed of the water outlet valve. In other embodiments, the first duration can also be 5 h, 6 h, 4 h, etc.

[0131] Step S20: Close the inlet valve and open the first liquid level control module to keep the water level in the upstream space at the first water level height for a second duration. At the same time, the second liquid level control module keeps the water level in the downstream space at the second water level height for the second duration.

[0132] Preferably, the second duration is 2 h to 4 h; in this embodiment, the second duration is 2 h.

[0133] In the present invention, opening the first liquid level control module specifically means opening the first faucet, so that the water from the first faucet enters the upstream space through the first water inlet pipe, the first water tank, and the first drain pipe, so as to keep the water level in the water upstream space at the first water level height.

[0134] It can be understood that since the soil in the upstream space and the downstream space will adsorb water, it is necessary to open the first liquid level control module and the second liquid level control model to maintain the water level.

[0135] Step S30: After the test device stands still for the second duration, close the first liquid level control module and the second liquid level control module, and open the first water outlet valve to make the water levels in both the upstream space and the downstream space drop to 0 m after the first duration.

[0136] In the present invention, the second water outlet valve is always in the open state during each lifting and lowering operation cycle.

[0137] It should be noted that in the present invention, keeping the water level in the upstream space at the first water level height for the second duration and keeping the water level in the downstream space at the second water level height for the second duration can be understood as the test device being in a static stage or in a balanced stage.

[0138] It should be noted that according to the above duration settings, the time corresponding to one water level lifting and lowering operation = 5.25 h (water level rising duration) + 2 h (standing still duration) + 5.25 h (water level falling duration) = 12.5 h.

[0139] Step 1.6: Based on the types of the collected data, process the first data set and the second data set obtained from multiple water level cyclic rising and falling operations to obtain the relationship between the non-uniform deformation of the upstream dam body model and the downstream dam body model and the water level rising and falling and the number of water level rising and falling times.

[0140] This step may include: taking the number of water level rising and falling cycles as the abscissa and the data collected by the first surface displacement gauge as the ordinate to form a water level rising and falling cycle number-displacement curve corresponding to the upstream dam body model; taking the number of water level rising and falling cycles as the abscissa and the data collected by the second surface displacement gauge as the ordinate to form a water level rising and falling cycle number-displacement curve corresponding to the downstream dam body model; taking the number of water level rising and falling cycles as the abscissa and the data collected by the piezometers of the first detection component and the second detection component as the ordinate to form a water level rising and falling cycle number-pore water pressure curve corresponding to the dam body model; taking the number of water level rising and falling cycles as the abscissa and the data collected by the earth pressure cells of the first detection component and the second detection component as the ordinate to form a water level rising and falling cycle number-earth pressure curve corresponding to the dam body model; based on the water level rising and falling cycle number-displacement curve corresponding to the upstream dam body model, the water level rising and falling cycle number-displacement curve corresponding to the downstream dam body model, the water level rising and falling cycle number-pore water pressure curve corresponding to the dam body model, and the water level rising and falling cycle number-earth pressure curve corresponding to the dam body model, obtain the relationship between the non-uniform deformation of the upstream dam body model and the downstream dam body model and the water level rising and falling and the number of water level rising and falling times.

[0141] This step may also include: based on the internal soil body displacement and the surface soil body displacement of the upstream dam body model obtained from each water level rising and falling, obtain the relationship between the internal deformation and the surface deformation of the upstream dam body model and time under each water level rising and falling; based on the internal soil body displacement and the surface soil body displacement of the downstream dam body model obtained from each number of water level rising and falling, obtain the relationship between the internal deformation and the surface deformation of the downstream dam body model and time.

[0142] This step may also include: based on the surface soil body displacement data of the upstream dam body model collected during each water level rising and falling, obtain the relationship between the surface soil body displacement data collected by each first surface displacement gauge and time under each water level rising and falling; based on the surface soil body displacement data of the downstream dam body model collected during each number of water level rising and falling, obtain the relationship between the surface soil body displacement data collected by each second surface displacement gauge and time under each water level rising and falling.

[0143] This step may further include: based on the earth pressure data of the upstream dam body model collected during each water level rise and fall, obtaining the relationship between the earth pressure data collected by each earth pressure cell in the upstream dam body model and time during each water level rise and fall; based on the earth pressure data of the downstream dam body model collected during each number of water level rises and falls, obtaining the relationship between the earth pressure data collected by each earth pressure cell in the downstream dam body model and time during each water level rise and fall.

[0144] This step may further include: based on the pore water pressure data of the upstream dam body model collected during each water level rise and fall, obtaining the relationship between the pore water pressure data collected by each piezometer in the upstream dam body model and time during each water level rise and fall; based on the pore water pressure data of the downstream dam body model collected during each number of water level rises and falls, obtaining the relationship between the pore water pressure data collected by each piezometer in the downstream dam body model and time during each water level rise and fall.

[0145] In this embodiment, the water level rise and fall cycle number - displacement curve corresponding to the downstream dam body model is shown in detail in Figure 7 The water level rise and fall number - displacement curve corresponding to the downstream dam body model is shown in detail in Figure 8 , Figure 7 and Figure 8 The vertical deformation amounts of different sections of the upstream and downstream of the dam body during eight water level rises and falls are given. Negative values in the figure represent soil compression.

[0146] Subtracting the vertical deformation amount measured at the end of each water level rise and fall from the vertical deformation amount measured at the start of the water level rise and fall gives the deformation amount of the soil after one water level rise and fall. The soil compression deformation amplitude is the largest after the first water level rise and fall. After that, the soil compression deformation amplitude becomes smaller during the next seven water level rises and falls, and the cumulative vertical deformation amount gradually tends to be stable. The cumulative vertical deformation amount of the D1 - D3 section is greater than that of the D4 - D6 section, and the cumulative vertical deformation amount of the d1 - d3 section is greater than that of the d4 - d6 section.

[0147] It should be noted that the start and end of each water level rise and fall correspond to the time point when the water level starts to rise and the time point when the water level drop is completed. For example, the start of the first water level rise corresponds to 0, the end of the first water level rise corresponds to 12.5 h, the start of the second water level rise corresponds to 12.5 h, and the end of the second water level rise corresponds to 25 h.

[0148] During the first water level rise and fall, the soil becomes fully saturated with water, and the positions of the coarse particles are rearranged. Under the action of water, the pores between the coarse particles increase, and the large pores in the soil are filled with fine particles, resulting in a large compression deformation of the soil. During the subsequent seven water level cycles of rise and fall, the large pores in the soil are continuously filled with fine particles, the pores between the coarse particles decrease, and the soil layer is continuously compacted, resulting in a gradual decrease in the thickness of the soil layer and finally tending to be stable. The soil in the D1-D3 and d1-d3 profiles is more than that in the D4-D6 and d4-d6 profiles, that is, the overburden pressure of the D1-D3 and d1-d3 profiles is greater than that of the D4-D6 and d4-d6 profiles. Therefore, after each water level cycle of rise and fall, the degree of compaction of the soil in the D1-D3 and d1-d3 profiles is greater than that of the soil in the D4-D6 and d4-d6 profiles. Hence, the cumulative vertical deformation of the D1-D3 and d1-d3 profiles is greater than that of the D4-D6 and d4-d6 profiles.

[0149] Please refer to Figure 9 , Figure 9 which is the curve of the number of water level rises and falls - pore water pressure corresponding to the dam body model, Figure 9 showing the periodic variation law of the pore water pressure at different stages of different soil layers during eight water level rises and falls. In this experiment, it is assumed that there is no groundwater in the soil before the water level rises and falls, that is, the pore water pressure values measured by the piezometers in the initial state are all zero. Under the long-term action of the water level cycle of rise and fall, the pore water pressure in the model soil changes periodically. During the water level rising stage, the pore water pressure increases with the rising of the water level; during the water level falling stage, the pore water pressure decreases with the falling of the water level.

[0150] During the water level rising stage, the growth rate and amplitude of the pore water pressure of the piezometer buried deeper are greater; the growth rate and amplitude of the pore water pressure of the piezometer buried shallower are smaller. During the water level falling stage, the decline rate and amplitude of the pore water pressure of the piezometer buried deeper are greater; the decline rate and amplitude of the pore water pressure of the piezometer buried shallower are smaller.

[0151] Please refer to Figure 10 , Figure 10 which is the curve of the number of water level rises and falls - earth pressure corresponding to the dam body model, Figure 10 showing the periodic variation law of the earth pressure at different stages of different soil layers during eight water level rises and falls. The earth pressure cell is zeroed before being buried in the soil layer. Based on the assumption that the influence of pore water pressure is not considered before the water level cycle of rise and fall of the soil layer, the initial value of the earth pressure cell is proportional to the burial depth.

[0152] Under the long-term cyclic rise and fall of the water level, the earth pressure in the dam body model changes periodically. During the water level rising stage, the earth pressure increases with the rising of the water level; during the water level falling stage, the earth pressure decreases with the falling of the water level. During the water level rising stage, due to the absorption of water by the soil mass, the self-weight of the soil mass increases, and the increase in pore water pressure leads to an increase in the total stress, so the earth pressure of the three soil layers upstream and downstream rises. When the water level drops, the self-weight of the soil mass decreases, and the decrease in pore water pressure leads to a decrease in the total stress, so the earth pressure of the three soil layers upstream and downstream drops.

[0153] It should be noted that when drawing Figures 7 to 10 the corresponding curves, for each water level rise and fall operation, the displacement values collected by the first surface displacement gauge and the second surface displacement gauge are two. One is before the water level rises in the current water level rise and fall operation, and the other is before the water level drops in the current water level rise and fall operation; similarly, the pore water pressure values collected by the piezometers are also two. One is before the water level rises in the current water level rise and fall operation, and the other is before the water level drops in the next water level rise and fall operation; the earth pressure values collected by the earth pressure cells are also two. One is before the water level rises in the current water level rise and fall operation, and the other is before the water level drops in the next water level rise and fall operation.

[0154] Please refer to Figure 11 , Figure 11 In which, (a) is the displacement diagram of the upstream dam body surface and the inside of the dam body during the first water level rise and fall, Figure 11 and (b) in Figure 11 is the displacement diagram of the downstream dam body surface and the inside of the dam body during the first water level rise and fall. The positive values in the figure represent soil expansion, and the negative values represent soil compression. It can be seen from

[0155] Please refer to Figure 12 , Figure 12 which is the displacement diagram of different sections of the upstream dam body model and the downstream dam body model during the first water level rise and fall. The positive values in the figure represent soil expansion, and the negative values represent soil compression. It can be seen from Figure 12It can be seen that during the water level rising stage, significant compression occurred in the soil masses of the upstream D1 - D3 section, D4 - D6 section, and the downstream d1 - d3 section, d4 - d6 section. During the equilibrium stage, the soil masses of the upstream D1 - D3 section, D4 - D6 section, and the downstream d1 - d3 section, d4 - d6 section were slowly compressed. During the water level falling stage, the compression amplitude of the soil masses in the upstream D1 - D3 section, D4 - D6 section, and the downstream d1 - d3 section, d4 - d6 section was greater than that in the equilibrium stage and less than that in the water level rising stage. The vertical deformation of the dam body in the same section varied little in each stage of water level rise and fall, showing the same pattern. The settlement of the upstream dam body was much larger than that of the downstream dam body.

[0156] During the water level rising stage, the absorption of water by the soil masses led to an increase in pore water pressure and a decrease in effective stress. The stress borne by the soil skeleton decreased, resulting in significant compression in the soil masses of the upstream D1 - D3 section, D4 - D6 section, and the downstream d1 - d3 section, d4 - d6 section. In the equilibrium stage, the pore water pressure tended to be stable, and the self - weight of the soil was slightly greater than the upward buoyancy of the water. The soil masses of the upstream D1 - D3 section, D4 - D6 section, and the downstream d1 - d3 section, d4 - d6 section were slowly compressed. During the water level falling stage, the drainage rate of water was slow, the pore water pressure could not dissipate quickly, and the dehydrated soil underwent consolidation, resulting in a compression amplitude of the soil masses in the upstream D1 - D3 section, D4 - D6 section, and the downstream d1 - d3 section, d4 - d6 section that was greater than that in the equilibrium stage and less than that in the water level rising stage. The vertical deformation of the dam body in the same section varied little in each stage of water level rise and fall, showing the same pattern, indicating that the soil compaction was uniform. Since the upstream phreatic line was much higher than the downstream phreatic line, more water was absorbed by the upstream soil than the downstream soil, and the compression of the upstream soil mass was much larger than that of the downstream soil mass. The settlement of the upstream dam body was much larger than that of the downstream dam body.

[0157] Please refer to Figure 13 , Figure 13 for the pore water pressure diagrams of the upstream and downstream dam body models under the first water level rise and fall, Figure 13 which shows the response laws of pore water pressure in different soil layers at different stages during the first water level rise and fall process. In this experiment, it was assumed that there was no groundwater in the soil before the water level rise and fall began, that is, the pore water pressure values measured by the piezometers in the initial state were all zero.

[0158] During the water level rising stage, in the first 2 hours, the measured pore water pressure values of the three soil layers upstream and downstream were all 0. After 2 hours, the three soil layers upstream and downstream showed responses successively with time. The pore water pressure increased rapidly and reached the peak value at the end of this stage. In the equilibrium stage, the pore water pressure of the three soil layers upstream and downstream remained unchanged. During the water level falling stage, the pore water pressure of the three soil layers upstream and downstream decreased as the water level in the soil dropped. The pore water pressure of the 1.2 - m soil layer downstream was always 0. The peak value of the pore water pressure upstream was greater than that downstream.

[0159] During the rising stage of the water level, the growth rate and amplitude of the pore water pressure of the piezometers buried deeper are greater; the growth rate and amplitude of the pore water pressure of the piezometers buried shallower are smaller. In the first 2 hours, the piezometers in the three soil layers upstream and downstream did not respond because the water level did not reach the burial height of the piezometers. Since the burial depths of the piezometers in the three soil layers are different, when the water level gradually rises with time, the piezometers respond successively with the rise of the water level according to their burial heights. During the equilibrium stage, the water levels upstream and downstream are stable, and the pore water pressures in the three soil layers upstream and downstream are also stable. During the falling stage of the water level, the decline rate and amplitude of the pore water pressure of the piezometers buried deeper are greater; the decline rate and amplitude of the pore water pressure of the piezometers buried shallower are smaller. Since the soil layer at 1.2 m downstream never comes into contact with water, the pore water pressure is always 0. The water level upstream is higher than that downstream, so the peak values of the pore water pressures in the three soil layers upstream are greater than those in the corresponding three soil layers downstream.

[0160] Please refer to Figure 14 , Figure 14 which is the earth pressure diagram of the upstream dam body model and the downstream dam body model under the first water level rise and fall, Figure 14 showing the response laws of the earth pressures in different soil layers at different stages during the first water level rise and fall. The earth pressure cells are zeroed before being buried in the soil layers. Based on the assumption that the influence of pore water pressure is not considered before the start of the water level cyclic rise and fall in the soil layers, the initial value of the earth pressure cell is proportional to the burial depth.

[0161] During the rising stage of the water level, the earth pressures in the three soil layers upstream and downstream rise rapidly. During the equilibrium stage, the earth pressures in the three soil layers upstream and downstream remain unchanged. During the falling stage of the water level, the earth pressures in the three soil layers upstream and downstream drop rapidly. The deeper the burial depth of the earth pressure sensors, the greater the earth pressure. During the first water level rise and fall, the peak values of the earth pressures in the three soil layers upstream are greater than those in the corresponding three soil layers downstream. During the rising stage of the water level, due to the soil absorbing water, the self-weight of the soil increases, and the increase in pore water pressure leads to an increase in the total stress, so the earth pressures in the three soil layers upstream and downstream rise. During the equilibrium stage, the water level remains unchanged, the self-weight of the soil remains unchanged, and the pore water pressure slowly dissipates, so the earth pressure remains unchanged. During the falling stage of the water level, the water level drops, the self-weight of the soil decreases, and the decrease in pore water pressure leads to a decrease in the total stress, so the earth pressures in the three soil layers upstream and downstream drop. The deeper the burial depth of the earth pressure sensors, the greater the self-weight pressure of the overlying soil, and the more water the overlying soil absorbs, so the earth pressures in the three different soil layers upstream and downstream are different, and the deeper the burial depth, the greater the earth pressure. During the equilibrium stage of the first water level rise and fall, the water level upstream is greater than that downstream, the upstream soil layer absorbs more water than the downstream soil layer, and the self-weight of the upstream soil layer is greater than that of the downstream soil layer, that is, the peak values of the earth pressures in the three soil layers upstream are greater than those in the corresponding three soil layers downstream.

[0162] Example 2

[0163] Method for monitoring crack evolution of reinforced dam body during simulated water level rise and fall process

[0164] For the test device made by the test method corresponding to Example 2, see Figure 3 .

[0165] Step 2.1: Fabricate the main structure

[0166] This step is the same as step 1.1 of Example 1 and will not be elaborated here.

[0167] Step 2.2: Set the first water level height corresponding to the upstream space and obtain the second water level height corresponding to the downstream space based on the first water level height.

[0168] This step is the same as step 1.2 of Example 1 and will not be elaborated here, that is, the first water level height is 1.6 m and the second water level height is 1.07 m.

[0169] Step 2.3: Provide and install the first liquid level control module and the second liquid level control module.

[0170] This step is the same as step 1.3 of Example 1 and will not be elaborated here.

[0171] Step 2.4: Fabricate the dam body model

[0172] The difference between this step and fabricating the dam body model in step 1.4 of Example 1 is that in this embodiment, the first surface displacement gauge, the second surface displacement gauge, the first detection component, the second detection component, the first settlement scale, and the second settlement scale are not installed.

[0173] Step 2.5: Provide and install the acquisition module

[0174] In this embodiment, the acquisition module includes a first camera for acquiring the dam slope image of the upstream dam body model, a second camera for acquiring the dam slope image of the downstream dam body model, a first bracket for installing the first camera, and a second bracket for installing the second camera.

[0175] In this embodiment, both the first camera and the second camera are DS-2CD3T27E(D)WDV3-L 2 million 1 / 2.7" CMOS true full-color bullet network cameras.

[0176] In this embodiment, the heights of both the first bracket and the second bracket are 2 m.

[0177] The installation of the monitoring module is specifically as follows: fix the first bracket on a first side wall, install the first camera on the first bracket, and the first camera faces the dam slope of the upstream dam model; fix the second bracket on another first side wall, install the second camera on the second bracket, and the second camera faces the dam slope of the downstream dam model.

[0178] Step 2.6: Perform multiple water level cyclic rising and falling operations, and obtain the images collected by the acquisition module before each water level rising operation, to obtain the first data set corresponding to the upstream dam model and the second data set corresponding to the downstream dam model. The first data set includes multiple upstream dam slope images collected by the first camera, and the second data set includes multiple downstream dam slope images collected by the second camera.

[0179] In this embodiment, a total of 8 water level rising and falling operations were performed. The method of each water level rising operation is the same as the water level rising and falling operation method described in step 1.4 of Embodiment 1, and will not be elaborated here.

[0180] In this embodiment, the time corresponding to one water level rising and falling operation = 5.25h (water level rising duration) + 2h (standing duration) + 5.25h (water level falling duration).

[0181] For the convenience of understanding, the time points for the acquisition module to collect data are described. Starting from the time point of the first water level rising operation, the time points for the first camera and the second camera to collect data are 0h, 12.5h, 25h, 37.5h... and so on, which will not be elaborated here.

[0182] It can be understood that the number of upstream dam slope images and downstream dam slope images is the same as the number of water level rising and falling operations. When the number of water level rising and falling operations is 8, the number of collected upstream dam slope images and downstream dam slope images is both 8. It should be noted that the upstream dam slope images and downstream dam slope images corresponding to the first water level rising and falling operation refer to the images collected before the second water level rising operation, the upstream dam slope images and downstream dam slope images corresponding to the second water level rising and falling operation refer to the images collected before the third water level rising operation,... The upstream dam slope images and downstream dam slope images corresponding to the eighth water level rising and falling operation can be understood as the images collected before the ninth water level rising operation or the images after the eighth water level falling and the soil is naturally dried.

[0183] Step 2.7: Process each upstream dam slope image in the first data set respectively to obtain a first crack data group, and based on the first crack data group, obtain the relationship between the crack evolution behavior of the dam slope of the upstream dam model and the number of water level cyclic rising and falling times. Among them, the first crack data group includes multiple crack data corresponding to the dam slope of the upstream dam model under multiple water level cyclic rising and falling.

[0184] It is understandable that the number of crack data in the first crack data group is the same as the number of water level rising and falling operations.

[0185] In the present invention, the crack data includes the surface crack rate and the average crack width.

[0186] In this embodiment, the steps for obtaining the crack data corresponding to the dam slope of the upstream dam body model under each water level rising and falling operation include:

[0187] (1) Obtain the original RGB image corresponding to the current water level rising operation, where the original RGB image includes multiple cracks, and the original RGB image is an image of the upstream dam slope collected by the first camera.

[0188] (2) Perform grayscale processing and cropping processing on the original RGB image to obtain a processed image with a preset shape.

[0189] In the present invention, the original RGB image is grayscaled using Photoshop software, and at the same time, the grayscaled image is cropped to obtain a processed image with a preset size. The preset shape is a square with a side length of 61.8 mm.

[0190] (3) Import the processed image into image analysis software for analysis and processing to obtain parameter information of each crack. The parameter information includes at least the crack area and the crack length.

[0191] In this embodiment, the image analysis software is CIAS image analysis software. In other embodiments, other image analysis software with the same functions as CIAS image analysis software can also be used.

[0192] In the present invention, the process of analysis and processing using CIAS image analysis software is as follows:

[0193] Import the processed image into the CIAS image analysis software. By adjusting the threshold value and clicking "segment", a binary image is obtained; click "edit binary image" to remove noise and fully display the specimen cracks, obtaining a denoised image; click the "Segmentation" module to divide the crack image area, and obtain the pixels in the area corresponding to the area of the specimen core cutter through the divided area, and establish the conversion relationship between pixel units and actual units; click the "Crack" module to analyze the crack parameters, then click "Auto analysis (Crack)", wait for 10 - 30 seconds to obtain the central axis of the crack network, and then click "Crack property table" to pop up the crack geometric information table, and obtain the parameter information of each crack from this. The parameter information includes at least parameters such as crack area, length, width, and direction. According to the conversion relationship between pixel units and actual units, the actual parameter information of the crack parameters can be obtained.

[0194] (4) Based on the parameter information of each of the cracks, obtain the crack data corresponding to the current water level rise and fall operation. The crack data includes at least the surface crack ratio and the average crack width. The surface crack ratio is the ratio of the sum of the areas of multiple cracks to the area of the side surface of the first dam body model, and the average crack width is the ratio of the sum of the areas of multiple cracks to the sum of the lengths of multiple cracks.

[0195] In this example, the relationship between the crack evolution behavior of the upstream dam slope of the upstream dam body model and the number of water level cycles of rise and fall based on the first crack data group is specifically as follows: Taking the number of water level cycles of rise and fall as the abscissa, and taking the surface crack ratio and the average crack width in the first crack data group as the ordinates respectively, a water level cycle of rise and fall - surface crack ratio curve and a water level cycle of rise and fall - average crack width curve corresponding to the upstream dam body model are formed; based on the water level cycle of rise and fall - surface crack ratio curve and the water level cycle of rise and fall - average crack width curve corresponding to the upstream dam body model, obtain the relationship between the crack evolution behavior of the upstream dam slope of the upstream dam body model and the number of water level cycles of rise and fall.

[0196] Please refer to Figure 15 , Figure 15 which is the curve graph showing the relationship between the surface crack ratio and the average crack width of the upstream dam slope of the upstream dam body model provided in Embodiment 2 of the present invention. It can be seen from Figure 15 that the surface crack ratio and the average crack width of the upstream dam slope first increase rapidly with the increase of the number of water level cycles of rise and fall, and then increase slowly until they stabilize.

[0197] Step 2.8: Process each downstream dam slope image in the second dataset to obtain a second crack data group, and based on the second crack data group, obtain the relationship between the crack evolution behavior of the dam slope of the downstream dam body model and the number of times of water level cyclic rise and fall. Wherein, the second crack data group includes multiple crack data corresponding to the dam slope of the downstream dam body model under multiple water level cyclic rise and fall.

[0198] It can be understood that the number of crack data in the second crack data group is the same as the number of water level rise and fall operations.

[0199] In the present invention, the crack data includes the surface fissure rate and the average fissure width.

[0200] In this embodiment, the steps for obtaining the crack data corresponding to the dam slope of the downstream dam body model under each water level rise and fall operation are the same as the steps for obtaining the crack data corresponding to the dam slope of the upstream dam body model under each water level rise and fall operation in Step 2.7. The only difference is that in this step, the original RGB image is the downstream dam slope image collected by the second camera.

[0201] In this example, the specific method for obtaining the relationship between the crack evolution behavior of the dam slope of the downstream dam body model and the number of times of water level cyclic rise and fall based on the second crack data group is as follows: Taking the number of water level rise and fall times as the abscissa, and taking the surface fissure rate and the average fissure width in the second crack data group as the ordinates respectively, to form a water level rise and fall times - surface fissure rate curve and a water level rise and fall times - average fissure width curve corresponding to the downstream dam body model; Based on the water level rise and fall times - surface fissure rate curve and the water level rise and fall times - average fissure width curve corresponding to the downstream dam body model, obtain the relationship between the crack evolution behavior of the dam slope of the downstream dam body model and the number of times of water level cyclic rise and fall.

[0202] Please refer to Figure 16 , Figure 16 which is the curve graph showing the relationship between the surface fissure rate and the average fissure width of the dam slope of the downstream dam body model provided in Embodiment 2 of the present invention. It can be seen from Figure 16 that the variation laws of the surface fissure rate and the average fissure width of the downstream dam slope with the number of times of water level rise and fall are the same as those of the upstream, only the values are smaller than those of the upstream, which also indicates that the crack evolution of the upstream dam slope is more intense.

[0203] The above content is a further detailed description of the present invention in combination with specific preferred implementation manners. It cannot be determined that the specific implementation of the present invention is only limited to these descriptions. For those of ordinary skill in the technical field to which the present invention belongs, without departing from the concept of the present invention, several simple deductions and substitutions can still be made, and all should be regarded as belonging to the protection scope of the present invention.

Claims

1. A test device for simulating the deformation of a reinforced dam body under water level fluctuation, characterized in that: The test device comprises: A main body mechanism, the main body mechanism comprises a model tank having a receiving space, an anti-seepage wall that divides the receiving space of the model tank into an upstream space and a downstream space, a water inlet valve and a first water outlet valve that are communicated with the upstream space, and a second water outlet valve that is communicated with the downstream space, the anti-seepage wall comprises an upstream anti-seepage wall and a downstream anti-seepage wall that are arranged at intervals, and a plurality of water seepage holes opened on the downstream anti-seepage wall, and a receiving space for receiving water is provided between the upstream anti-seepage wall and the downstream anti-seepage wall; A first liquid level control module, the first liquid level control module is used to control the water level of the upstream space to maintain at a first water level height; A second liquid level control module, the second liquid level control module is used to inject water into the containing space and to control the water level of the downstream space to maintain at a second water level height; A dam body model, the dam body model comprising an upstream dam body model with one end abutting against the upstream cut-off wall and the other end spaced apart from the model groove, and a downstream dam body model with one end abutting against the downstream cut-off wall and the other end spaced apart from the model groove, the longitudinal sections of the upstream dam body model and the downstream dam body model are both in the shape of a right-angle trapezoid, and the surfaces of the upstream dam body model and the downstream dam body model away from the cut-off wall are inclined dam slopes; A collection module is used to obtain a first data set corresponding to the upstream dam body model and a second data set corresponding to the downstream dam body model under the cyclic rise and fall of the water level in the upstream space and the water level in the downstream space.

2. The test device according to claim 1, characterized in that: The acquisition module includes a plurality of first surface displacement meters installed on the dam slope of the upstream dam model, a plurality of second surface displacement meters installed on the dam slope of the downstream dam model, a plurality of first detection components installed in the upstream dam model at intervals along the height direction of the upstream dam model, and a plurality of second detection components installed in the downstream dam model at intervals along the height direction of the downstream dam model, wherein the first detection component and the second detection group both include a plurality of sensor pairs consisting of piezometers and earth pressure boxes located at the same height, and the piezometers and the earth pressure boxes are arranged adjacent to each other.

3. The test device according to claim 1, characterized in that: The acquisition module includes a first camera for acquiring the dam slope image of the upstream dam body model, and a second camera for acquiring the dam slope image of the downstream dam body model.

4. The test device according to claim 2 or 3, characterized in that: The first liquid level control module includes a first water tank, a first water inlet hole and a first water control hole opened on the side wall of the first water tank and located at the same height, a first water outlet hole opened on the bottom wall of the first water tank, a first water inlet pipe connected to the first water inlet hole, a first drain pipe connected to the first water control hole, a first water outlet pipe connected to the first water outlet hole at one end and connected to the upstream space at the other end, and a first faucet connected to the first water inlet pipe and the water supply device at both ends, wherein the first water inlet hole and the first water control hole are located at the same height as the first water level height; The second liquid level control module includes a second water tank, a second water inlet hole and a second water control hole opened on the side wall of the second water tank and located at the same height, a second water outlet hole opened on the bottom wall of the second water tank, a second water inlet pipe connected to the second water inlet hole, a second drain pipe connected to the second water control hole, a second water outlet pipe connected to the second water outlet hole at one end and connected to the accommodating space of the anti-seepage wall at the other end, and a second faucet connected to the second water inlet pipe and the water supply device at both ends respectively, wherein the second water inlet hole and the second water control hole are located at the same height as the second water level height.

5. A test method for simulating a water level rise and fall process using the test device according to claim 2, the test method being used to obtain the relationship between the upstream and downstream uneven deformations and the water level rise and fall and the number of water level rise and fall, characterized in that: The test method includes: Step (1), manufacturing the main body; Step (2), providing the first liquid level control module and the second liquid level control module and installing them; Step (3), providing a collection module, making the dam body model and installing the collection module in the dam body model; Step (4), performing multiple water level cycle raising and lowering operations, and acquiring the collected data corresponding to each water level raising and lowering operation based on the collection module, to obtain the first data set corresponding to the upstream dam body model and the second data set corresponding to the downstream dam body model; Step (5): Based on the type of collected data, the first data set and the second data set obtained by multiple water level cycle rise and fall operations are processed to obtain the relationship between the uneven deformation of the upstream dam body model and the downstream dam body model and the water level rise and fall and the number of water level rise and fall.

6. The test method according to claim 5, characterized in that Before step (2), the method further includes setting a first water level corresponding to the upstream space, and acquiring a second water level corresponding to the downstream space based on the first water level, wherein the second water level is calculated using a preset formula, which is: Among them, H is the second water level height, H1 is the first water level height, T is the thickness of the anti-seepage wall, and L is the length of the dam slope seepage path of the downstream dam model.

7. The test method according to claim 6, characterized in that: The method for each water level rise and fall operation includes: Step S10, opening the water inlet valve, raising the water level of the upstream space from 0 m to the first water level according to the first time length, and opening the second liquid level control module and the second water outlet valve at the same time as opening the water inlet valve, raising the water level of the downstream space from 0 m to the second water level after the first time length; Step S20, closing the water inlet valve, and opening the first liquid level control module to keep the water level of the upstream space at the first water level for a second time period, and at the same time, the second liquid level control module to keep the water level of the downstream space at the second water level for a second time period; Step S30: after the test device has been stationary for the second time period, the first liquid level control module and the second liquid level control module are closed, and the first water outlet valve is opened, so that the water levels of the upstream space and the downstream space are both reduced to 0 m after the first time period.

8. A test method for simulating a water level rise and fall process using the test device of claim 3, the test method being used to obtain the relationship between the crack evolution behavior of the dam slope of the dam model and the number of water level rise and fall, characterized in that: The test method includes: Step (1), manufacturing the main body; Step (2), providing a first liquid level control module and a second liquid level control module and installing them; Step (3), making the dam body model; Step (4), providing and installing a collection module, wherein the collection module further comprises a first bracket for mounting the first camera and a second bracket for mounting the second camera, wherein the first bracket and the second bracket are arranged opposite to each other and are both detachably connected to the side wall of the model groove; Step (5), performing multiple water level cyclic raising and lowering operations, and obtaining the images collected by the acquisition module before each water level rising operation, to obtain the first data set corresponding to the upstream dam body model and the second data set corresponding to the downstream dam body model, wherein the first data set includes multiple upstream dam slope images collected by the first camera, and the second data set includes multiple downstream dam slope images collected by the second camera; Step (6), processing each upstream dam slope image in the first data set respectively to obtain a first crack data group, and obtaining a relationship between the crack evolution behavior of the dam slope of the upstream dam body model and the number of water level rise and fall based on the first crack data group, wherein the first crack data group includes a plurality of crack data corresponding to the dam slope of the upstream dam body model under multiple water level cycle rise and fall; Step (7), processing each downstream dam slope image in the second data set separately to obtain a second crack data group, and based on the second crack data group, obtaining the relationship between the crack evolution behavior of the dam slope of the downstream dam body model and the number of water level rise and fall, wherein the second crack data group includes multiple crack data corresponding to the dam slope of the downstream dam body model under multiple water level cycle rise and fall.

9. The test method according to claim 8, characterized in that Before step (2), the method further includes setting a first water level corresponding to the upstream space, and acquiring a second water level corresponding to the downstream space based on the first water level, wherein the second water level is calculated using a preset formula, which is: Among them, H is the second water level height, H1 is the first water level height, T is the thickness of the anti-seepage wall, and L is the length of the dam slope seepage path of the downstream dam model.

10. The test method according to claim 9, characterized in that: The method for each water level rise and fall operation includes: Step S10, opening the water inlet valve, raising the water level of the upstream space from 0 m to the first water level according to the first time length, and opening the second liquid level control module and the second water outlet valve at the same time as opening the water inlet valve, raising the water level of the downstream space from 0 m to the second water level after the first time length; Step S20, closing the water inlet valve, and opening the first liquid level control module to keep the water level of the upstream space at the first water level for a second time period, and at the same time, the second liquid level control module to keep the water level of the downstream space at the second water level for a second time period; Step S30: after the test device has been stationary for the second time period, the first liquid level control module and the second liquid level control module are closed, and the first water outlet valve is opened, so that the water levels of the upstream space and the downstream space are both reduced to 0 m after the first time period.

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