A tailings dam test seepage drainage simulation device and method

Abstract

This invention discloses a tailings dam test seepage drainage simulation device and method. The method includes: initial calibration, measuring the initial drainage flow rate and initial head difference; performing conventional ore discharge with a first concentration and a first flow rate, monitoring the drainage flow rate and head difference in real time, and calculating the drainage flow rate decay rate and normalized head difference; when the drainage flow rate decay rate first reaches a threshold and the normalized head difference is greater than 1.5, it is determined that an accelerated clogging period has begun, the ore discharge concentration is reduced and the ore discharge velocity is increased; ore discharge continues with the adjusted parameters until it tends to stabilize, and the model wetting line depth is recorded; the prototype wetting line depth is inverted by combining the geometric similarity scale and stage correction coefficients. This invention also discloses a simulation device for implementing this method. This invention can dynamically simulate the accelerated clogging of drainage systems under high-concentration ore discharge conditions and the adjustment process of concentration-adjusted ore discharge in engineering, significantly improving the prediction accuracy of the prototype wetting line depth, and has good universality for different tailings materials.

Description

Technical Field

[0001] This invention relates to the field of tailings dam simulation experiment technology, specifically to a tailings dam test seepage drainage simulation device and method. Background Technology

[0002] Upstream tailings dam construction is the most widely used tailings storage method in metal and non-metal mines worldwide due to its simple process and good economic efficiency. According to the "Safety Technical Specification for Tailings Dams" (GB39496-2020), when the tailings slurry weight concentration exceeds 35% and the upstream direct alluvial method is used for dam construction, tailings dam construction tests should be conducted to determine the particle sorting law during the slurry deposition process and the distribution of the dam body's phreatic line. Tailings dam construction tests are generally carried out using scaled physical models constructed according to the Froude similarity criterion.

[0003] Chinese invention patent CN105136638A discloses a similar simulation test system and method for tailings dam seepage field, which monitors the position of the phreatic line and inverts the prototype parameters through a piezometer. However, this method uses a layered water injection dam construction method, which is a static simulation and cannot reflect the real-time evolution of drainage performance with the dam height during dynamic dam construction.

[0004] Chinese utility model patent CN209280520U discloses a tailings drainage system siltation simulation experimental device, which can conduct physical siltation and chemical siltation experiments. However, the siltation is the research target itself, rather than the feedback control variable in the dynamic dam test.

[0005] High-concentration tailings slurry (mass concentration exceeding 35%) exhibits significantly different rheological properties: the slurry yield stress increases exponentially, fine-grained tailings rapidly deposit on the surface of drainage structures to form a low-permeability filter cake, leading to a sharp decline in drainage capacity and a non-linear rise in the wetting line at an "acceleration inflection point." In engineering practice, when the wetting line rises abnormally, operators will take measures such as reducing the discharge concentration and increasing the discharge flow rate to alleviate blockage. However, existing model testing methods cannot simulate this dynamic adjustment process, resulting in a serious disconnect between experimental results and actual engineering conditions.

[0006] To address this, a tailings dam test seepage drainage simulation device and method are proposed. Summary of the Invention

[0007] The purpose of this invention is to provide a tailings dam test seepage drainage simulation device and method to solve the problems mentioned in the background art, such as the inability to simulate the siltation acceleration inflection point under high-concentration ore discharge conditions and the dynamic adjustment of ore discharge parameters in engineering.

[0008] To achieve the above objectives, the present invention provides the following technical solution: a method for simulating seepage drainage in tailings dam tests, comprising the following steps:

[0009] S1: Initial Calibration: Water is introduced into a scaled-down physical model containing a horizontal drainage layer, and the initial drainage flow rate is measured. Initial head difference on both sides of the drainage structure ;

[0010] S2: Conventional ore discharge: based on mass concentration Tailings slurry, first flow rate During ore discharge, the drainage flow rate is monitored in real time. and head difference Calculate the drainage flow rate attenuation rate and normalized head difference ;

[0011] S3: Accelerate clogging detection and parameter adjustment: When First time reaching and When the accelerated sludge buildup phase is determined, the ore discharge concentration will be reduced. To the second concentration And increase the ore discharge flow rate To the second flow rate ;

[0012] S4: Adjusted ore discharge: at the second concentration Second flow rate Continue mining and monitor until... Once the model stabilizes, record the depth of the infiltration line. ;

[0013] S5: Prototype Inversion: Based on Geometric Similarity Ratio and stage correction coefficient Calculate the burial depth of the prototype wetting line The stage correction coefficient mentioned above Based on the adjustment range or stabilization of the ore discharge parameters Sure.

[0014] Preferably, the horizontal drainage layer in S1 is a non-woven geotextile, and its thickness is determined by geometric similarity scale conversion, ranging from [specific value missing]. .

[0015] Preferably, the criterion for determining stability in S4 is: the change in the drainage flow rate attenuation rate at three consecutive monitoring points with a monitoring interval of not less than one hour does not exceed [a certain value]. .

[0016] Preferably, the method also includes recording the discharge concentration, siltation degree, and normalized head difference at the critical siltation moment to assess the siltation sensitivity of tailings material under high-concentration discharge conditions.

[0017] Preferably, the stage correction coefficient in S5 The specific method for determining the value is as follows:

[0018] when At this time, no adjustment was triggered. The value is 1.0;

[0019] when At this time, the adjustment has been triggered and At that time, linear interpolation was performed based on the magnitude of the concentration decrease and the magnitude of the flow rate increase. The value ranges from 0.9 to 1.2;

[0020] when And when it tends to stabilize, according to the stabilized state linear interpolation of values, The value ranges from 1.2 to 1.3.

[0021] Preferably, the decrease in ore concentration is positively correlated with the increase in flow rate: the greater the decrease in concentration, the greater the corresponding increase in flow rate.

[0022] A simulation device used in a tailings dam test seepage drainage method includes:

[0023] Model box, used for stacking tailings models;

[0024] The ore discharge system includes a slurry mixing tank, a variable frequency peristaltic pump, and an ore discharge pipeline. The ore discharge pipeline is arranged laterally along the head end of the model box and has multiple ore discharge ports.

[0025] The drainage system includes a horizontal drainage layer embedded in the model, a water collection tank, a drainage flow meter, and electric valves;

[0026] The monitoring system includes pressure sensors buried on the upstream and downstream sides of the drainage layer, a pressure measuring tube array arranged along the model elevation, and a data acquisition instrument;

[0027] The control system is electrically connected to the variable frequency peristaltic pump, the drainage flow meter, the pressure sensor, the pressure measuring tube array, and the electric valve, respectively.

[0028] Preferably, the horizontal drainage layer is a multi-layer structure, independently buried at different elevations of the model, and each drainage layer is connected to an independent water collection tank and flow meter on its downstream side, and each drainage layer can be independently controlled to open or close.

[0029] Preferably, the ore discharge system further includes an online densitometer and a concentration regulating valve. The online densitometer is installed on the ore discharge pipeline, and the concentration regulating valve is connected to the water supply pipeline of the slurry mixing tank. The control system automatically adjusts the opening degree of the concentration regulating valve according to the feedback signal of the online densitometer.

[0030] Preferably, the pressure sensor array is arranged along the height direction of the model at each... Arrange a row of pressure gauges, with each row of pressure gauges evenly distributed along the width of the model. Each measuring point has a pressure measuring tube made of transparent organic glass, with its bottom end wrapped in geotextile and buried in the tailings layer.

[0031] Compared with the prior art, the beneficial effects of the present invention are:

[0032] This invention, by real-time monitoring of the drainage flow attenuation rate and normalized head difference, automatically triggers dynamic adjustments to the ore discharge parameters when the accelerated siltation period is determined. For the first time, it simulates the "concentrated ore discharge" measures taken in engineering practice to deal with abnormal rise of the phreatic line in a scaled physical model, overcoming the shortcomings of existing experiments that cannot dynamically simulate the inflection point of accelerated siltation and the parameter adjustment process. At the same time, based on the adjustment range of the ore discharge parameters or the attenuation rate of the drainage flow after stabilization, a stage correction coefficient is introduced to perform nonlinear inversion of the phreatic line burial depth of the model. Compared with the traditional fixed parameter method, it significantly improves the prediction accuracy of the phreatic line burial depth of the prototype dam under high-concentration ore discharge conditions, and has good universality for different tailings materials. Attached Figure Description

[0033] Figure 1 This is an overall structural view of the present invention;

[0034] In the diagram: 1. Model box; 2. Ore discharge system; 3. Drainage system; 4. Monitoring system; 5. Control system. Detailed Implementation

[0035] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0036] Example 1, as Figure 1 As shown, a tailings dam test seepage drainage simulation device includes a model box 1, a ore discharge system 2, a drainage system 3, a monitoring system 4, and a control system 5;

[0037] Model box 1 is made of transparent plexiglass, with stainless steel reinforcing ribs around the perimeter, drainage holes at the bottom, a filter layer underneath, and an elevation scale attached to the side, with the zero mark corresponding to the bottom of model box 1.

[0038] The ore discharge system 2 includes a slurry mixing tank with a variable frequency agitator, a variable frequency peristaltic pump, a ore discharge pipeline, an online density meter, and a concentration regulating valve. The slurry mixing tank has a volume of 100L, is made of SUS304 stainless steel, and is equipped with a variable frequency agitator. A discharge valve is installed at the bottom of the tank. The variable frequency peristaltic pump is model BT100-2J, equipped with a YZ1515X pump head and imported silicone tubing. The ore discharge pipeline uses DN25 PVC pipe and is arranged laterally along the head end of model box 1. The ore discharge pipeline has 5 discharge ports, with a spacing of 200mm between the ports and an orifice diameter of 8mm. Each discharge port is equipped with a ball valve, which can be independently controlled to open and close. The online density meter is installed on the ore discharge pipeline. The concentration regulating valve is a DN15 electric ball valve connected to the water supply pipeline of the slurry mixing tank.

[0039] Drainage system 3 includes a horizontal drainage layer, a water collection trough, a drainage flow meter, and electric valves. The horizontal drainage layer is made of polyester filament nonwoven geotextile with a unit area mass of 200g / m², a thickness of 0.8mm, an initial permeability coefficient k≥0.1cm / s, and an equivalent pore size O≤0.12mm. It is buried at elevations of 15cm, 30cm, and 45cm, with each layer measuring 1.0m×0.8m. The water collection trough is located at the tail end of model box 1, with the same width as model box 1, a depth of 10cm, and a slope of 2%. The water collection trough is made of transparent plexiglass, and an adjustable height overflow weir is installed on the downstream side. The drainage flow meter is an electromagnetic flow meter with a range of 0-5L / min, an accuracy of ±0.5mL / min, and an output signal of 4-20mA. The electric valve is a DN20 electric ball valve, installed on the drainage pipeline, used to control the on / off state of each drainage layer.

[0040] Monitoring system 4 includes pressure sensors, a pressure tube array, a data acquisition instrument, and a camera system. The pressure sensors are miniature silicon piezoresistive pressure sensors with a range of 0-10 kPa and an accuracy of ±0.1%FS. Three sensors are buried 30 mm upstream and 10 mm downstream of each drainage layer, for a total of 18 sensors. The pressure sensor probes are wrapped with geotextile to prevent clogging. The pressure tube array uses transparent plexiglass tubes with an inner diameter of 5 mm. A row is arranged every 5 cm along the height of the model, for a total of 20 rows. Five measuring points are evenly arranged in each row along the width of the model, for a total of 100 measuring points in the entire model. The bottom of the pressure tubes is wrapped with geotextile and fine sand, while the top of the tubes is open to the atmosphere. The data acquisition instrument is 16-channel with an adjustable sampling frequency of 1-10 Hz, 16-bit A / D conversion, and equipped with a wireless transmission module. The camera system uses an industrial camera installed at the front of the model housing 1 to periodically capture the beach surface morphology and particle deposition process.

[0041] The control system 5 includes a PLC controller, a touch screen display, and an alarm device; the PLC controller adopts a Siemens S7-1200, CPU 1214C, and is equipped with an SM1231 analog input module; the touch screen display is used for parameter setting, process monitoring, and data export; the alarm device adopts a Siemens S7-1200 PLC and is equipped with a 7-inch touch screen.

[0042] Install the above-described device according to the steps described below;

[0043] Step 1: Place model box 1 on a stable test platform. Use a frame level to calibrate the four corners of the box. Adjust the height of the shims so that the level deviation of the bottom surface of model box 1 does not exceed ±2mm / m. Attach an elevation scale ruler to the side wall of model box 1 and align the zero mark with the bottom surface of model box 1.

[0044] Step 2: Lay a 50mm thick crushed stone filter layer (particle size 5-10mm) at the bottom of model box 1, and lay a layer of geotextile (200g / m²) on top. At the head end of model box 1, pile crushed stone (particle size 10-20mm) to build an initial dam. The initial dam is 10cm high, and the upstream and downstream slopes are both 1:1.5. Lay a double layer of geotextile filter layer on the upstream side of the initial dam to prevent tailings particles from being lost.

[0045] Step 3: Install horizontal drainage layers at elevations of 15cm, 30cm, and 45cm respectively.

[0046] When the tailings pile reaches 5mm below the predetermined elevation, the piling should be stopped and the surface leveled.

[0047] Cut the non-woven geotextile into 1.0m×0.8m pieces and lay them flat on the surface of the stockpiled tailings layer, with an overlap width of not less than 100mm.

[0048] The downstream end of the drainage layer extends about 50mm from the tail of the model box and connects to the water collection tank, which is then sealed with silicone.

[0049] Three pressure sensors are buried 30mm upstream of the drainage layer and three pressure sensors are buried 10mm downstream. The sensor leads are routed along the side wall of the box to the data acquisition instrument, and the wiring trough is sealed with sealant.

[0050] A 5mm thick tailings cover layer is piled on top of the drainage layer, lightly pressed flat to protect the drainage layer;

[0051] Continue piling up tailings to the next drainage layer elevation and repeat the above operation.

[0052] Step 4: Drill holes at each predetermined elevation and install pressure testing pipes.

[0053] Use a 10mm diameter hollow drill bit to drill holes in the side wall of the model box, with the hole positions corresponding to the predetermined pressure measurement point elevations, and the hole depth reaching the center line of the model.

[0054] Insert a 5mm inner diameter acrylic tube into the hole, with the bottom end of the tube extending about 30mm out of the inner wall of the box.

[0055] Wrap the bottom of the pipe with 300-mesh geotextile and then wrap it with fine sand (about 50mm in diameter) to prevent tailings particles from entering.

[0056] The pressure testing tube is sealed to the tank wall with epoxy resin to ensure no water leakage;

[0057] The top of the pressure measuring tube protrudes about 100mm from the model surface and is open to the atmosphere; a dust cover is installed at the tube opening.

[0058] Step 5: Based on the layer thickness of the prototype dam (converted to a geometric scale of 1:100), the tailings model is constructed layer by layer using the layered stacking method:

[0059] Each layer is stacked to a thickness of 50mm (corresponding to the prototype 5m), and the surface is leveled with a scraper.

[0060] After each layer is piled up, use a small vibrator to compact it for 30 seconds to control the dry density to be consistent with the prototype (calibrated by sampling test).

[0061] An elevation measurement is performed every 100mm of stacking height to ensure that the stacking height is consistent with the design.

[0062] Step 6: Connect the signal cables of all pressure sensors, flow meters, and piezometers to the data acquisition instrument;

[0063] Connect the control lines of the variable frequency peristaltic pump, concentration regulating valve, and electric valve to the PLC controller;

[0064] Connect all equipment power supplies (AC220V, regulated) and perform no-load testing;

[0065] Check that the signals of each sensor are normal (no open wires or short circuits);

[0066] Check whether the actions of each actuator are accurate (valve opening and closing, pump speed adjustment);

[0067] Calibrate the zero point of the pressure sensor (the reading should be 0 ± 0.1 kPa when the atmosphere is open);

[0068] Calibrate the flow meter to zero (the reading should be 0 ± 0.5 mL / min when the valve is closed).

[0069] Step 7: Fill the model box 1 with clean water to the highest design water level (elevation 100cm), keep it for 24 hours, and check for any leaks at the joints.

[0070] Open all drainage layers and measure the initial drainage flow rate and initial head difference of each drainage layer:

[0071] Record the drainage flow rate after 30 minutes of stable water flow. ;

[0072] Read the pressure sensor readings and calculate the average pressure difference between the upstream and downstream sides of the drainage layer. ;

[0073] Read the initial water level of all piezometers ;

[0074] Drain the water from the tank and prepare for the formal test.

[0075] Follow these steps to perform the test procedure:

[0076] Step 1: Initial Calibration

[0077] Start the data acquisition system, set the sampling frequency to 1Hz, and introduce clean water into the model box 1 through the ore discharge system 2. Adjust the flow rate to the design value (e.g., 0.5L / min), stabilize for 30 minutes, and read and record the initial drainage flow rate. Initial head difference Initial water level of all piezometers Close the water inlet valve and drain the water from the model box.

[0078] Step Two: First Ore Discharge Stage (Conventional Ore Discharge)

[0079] Prepare a 38% tailings slurry in a mixing tank and start the agitator to maintain uniformity. Set the discharge flow rate to 0.5 L / min. Start the discharge system 2 and simultaneously start the data acquisition system. Record the discharge flow rate every 2 hours. Water head difference And the water level in each pressure gauge. Real-time calculation of the drainage flow rate attenuation rate. and normalized head difference .

[0080] Step 3, Second Mining Phase (Trigger Adjustment)

[0081] when For the first time, it reached 20% and At this time, the PLC controller automatically determines that the accelerated clogging period has begun and performs the following adjustments:

[0082] Adjust the slurry concentration in the mixing tank, reducing the ore discharge concentration by 2%–5% (e.g., from 38% to 35%).

[0083] Adjust the variable frequency peristaltic pump speed to increase the ore discharge rate by 10%–20% (e.g., from 0.5 L / min to 0.6 L / min). A prompt window will pop up on the touchscreen display, reminding the operator to confirm the parameter change. Simultaneously, record the following parameters at the critical clogging moment: ore discharge concentration. Degree of siltation (i.e., the rate of decrease in drainage flow at this time) ) and normalized head difference ;

[0084] The above parameters are used to evaluate the clogging sensitivity of tailings materials under high-concentration ore discharge conditions.

[0085] Step 4, Third Ore Discharge Stage (Adjusted Ore Discharge)

[0086] Continue ore discharge with the adjusted parameters, and continuously monitor drainage flow rate, head difference, and phreatic line. When the drainage flow rate decay rate changes by no more than ±5% across three consecutive monitoring points (with monitoring intervals of no less than 1 hour), the steady-state clogging period is determined. Record the final model phreatic line depth. and the rate of decrease in drainage flow rate at steady state .

[0087] Step 5: End of Experiment and Data Processing

[0088] Shut down ore discharge system 2 and stop slurry supply. Allow the model to drain naturally for 24 hours and record the final phreatic line position. Export all monitoring data and calculate the prototype phreatic line depth using the inversion formula, which is shown below:

[0089] ;

[0090] Among them, the stage correction coefficient Determine using the following method:

[0091] when At this time, no adjustment was triggered. The value is 1.0;

[0092] when At this time, the adjustment has been triggered and At that time, linear interpolation was performed based on the magnitude of the concentration decrease and the magnitude of the flow rate increase. The value ranges from 0.9 to 1.2;

[0093] when And when it tends to stabilize, according to the stabilized state linear interpolation of values, The value ranges from 1.2 to 1.3;

[0094] Finally, disassemble the test apparatus and clean the model box 1 and the drainage layer.

[0095] Example 2

[0096] This embodiment takes a lead-zinc tailings dam in Yunnan as the object, and uses the apparatus and method of Embodiment 1 to conduct a high-concentration tailings dam test according to the method of the present invention;

[0097] 1. Experimental materials and model parameters

[0098] Tailings material: A lead-zinc tailings ore mine in Yunnan Province. The basic physical parameters are shown in the table below:

[0099] Table 1

[0100]

[0101] Table 1 shows the basic physical parameters of the tailings;

[0102] Model parameters: Geometric similarity scale (Model: Prototype = 1:100); Model dam height 120cm (corresponding to prototype 120m); Drainage layer non-woven geotextile thickness 1.0mm; Piezometer spacing 5cm (corresponding to prototype 5m).

[0103] Prototype field monitoring data: As a benchmark for evaluating the accuracy of the inversion, the measured depth of the infiltration line in the field is shown in the table below:

[0104] Table 2

[0105]

[0106] Table 2 shows the measured burial depth of the seepage line on site.

[0107] 2. Experimental Procedure and Raw Data

[0108] Initial calibration: Measure the initial drainage flow rate. Initial head difference .

[0109] First ore discharge stage: Ore discharge at a concentration of 38% and a flow rate of 0.5 L / min. On the 6th day (dam height 30 cm), , Continue releasing ore. Day 14 (the dam height remains 30 cm, but the damming speed has slowed down due to siltation). , Trigger adjustment.

[0110] Second ore discharge stage: The concentration was reduced to 35% (a decrease of 3%), and the flow rate was increased to 0.6 L / min (an increase of 20%). On the first day after the adjustment, the drainage flow rate returned to 2.15 L / min. ).

[0111] Third ore discharge phase: Continue discharging ore at 35% of its capacity and 0.6 L / min until the dam height reaches 100 cm. Monitoring points were maintained at three consecutive locations from day 26 to 28. The values ​​were 35.0%, 35.2%, and 35.1% respectively, with a variation range of ≤±5%, indicating a tendency towards stability. Record the final model's infiltration line depth. .

[0112] 3. Data Inversion and Error Analysis

[0113] Stage correction coefficient According to the adjustment range , Calculated using linear interpolation:

[0114] ;

[0115] Pick .

[0116] Prototype infiltration line inversion:

[0117] ;

[0118] Error: Compared with the actual measured value of 48.3m, the absolute error is 5.9m and the relative error is 12.2%.

[0119] Comparative test (traditional fixed parameter method): The concentration was 38% throughout the test, the flow rate was 0.5 L / min, and the burial depth of the model infiltration line was 48.0 cm after the test. The inverted result was 48.0 m, which had an error of 0.6% compared with the measured 48.3 m. However, the error was large at the middle dam height (see Table 3) and it could not reflect the inflection point of accelerated siltation.

[0120] Table 3

[0121] Table 3 shows that the traditional fixed-parameter method exhibits a significant increase in error at intermediate dam heights (30-60m), reaching a maximum of 18.5%, indicating its inability to accurately simulate the nonlinear uplift of the phreatic line at the inflection point of siltation acceleration under high-concentration ore discharge conditions. The method of this invention controls the error to within 7% at all dam heights, with a maximum error of 6.1%, demonstrating significantly better overall accuracy than the traditional method. The low error (4.9%) at a dam height of 15m in the traditional method is attributed to the absence of significant siltation at that height, with little difference between the two methods. The low error (0.6%) at a dam height of 100m is a result of the "coincidental" compensation between the abnormal uplift of the phreatic line caused by siltation and the missing correction coefficient in the inversion formula. This coincidence is not universally applicable to different tailings materials or different ore discharge conditions. The stage correction coefficient of the method of this invention... The system compensates for the siltation effect and maintains stable high accuracy across the entire elevation range, with a clear physical basis and universality.

[0122] Example 3

[0123] This embodiment uses copper tailings from a mine in Jiangxi and iron tailings from a mine in Liaoning, employing the apparatus and method of Embodiment 1 to verify the adaptability of the method of the present invention to different tailings materials.

[0124] 1. Test materials

[0125] Tailings materials: lead-zinc tailings from Yunnan, copper tailings from Jiangxi, and iron tailings from Liaoning. Basic physical parameters are shown in the table below.

[0126] Table 4

[0127]

[0128] Table 4 shows the basic physical parameters of the three types of tailings.

[0129] 2. Test Results

[0130] Each material was tested three times, and the average value was taken. The key parameters are shown in the table below:

[0131] Table 5

[0132]

[0133] As shown in Table 5, all three materials are in and The timing-triggered adjustment verified the universality of the threshold. The trigger point for lead-zinc tailings was 30cm in dam height, for copper tailings 28cm (highest fine particle content, fastest clogging), and for iron ore tailings 32cm (lower fine particle content, slower clogging). The inversion errors for the three materials were 3.1%, 3.9%, and 0.4%, respectively, all less than 5%, verifying that the method of this invention has high accuracy for different tailings materials.

[0134] Example 4

[0135] This embodiment sets different trigger thresholds for verification. , The rationality of using the optimal threshold

[0136] 1. Test Protocol

[0137] Using lead-zinc tailings, four sets of comparative experiments were set up, with each set repeated three times. The details are shown in the table below:

[0138] Table 6

[0139]

[0140] 2. Test Results

[0141] The results of the four groups of experiments are shown in the table below:

[0142] Table 7

[0143]

[0144] The data in Table 7 shows that in Group B, premature intervention led to an underestimation of the degree of sludge, resulting in a higher inversion error than in Group C. Group C accurately captured the inflection point of sludge acceleration, with the smallest inversion error and the best repeatability. In Group D, late intervention led to failure in the third test (complete blockage of drainage), with a completion rate of only 85% and an inversion error of 8.5% for successful tests.

[0145] Overall conclusion: , The optimal threshold is used, under which the experiment has a high success rate, high inversion accuracy, and good repeatability.

[0146] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A method for simulating seepage drainage in tailings dam tests, characterized in that: Includes the following steps: S1: Initial Calibration: Water is introduced into a scaled-down physical model containing a horizontal drainage layer, and the initial drainage flow rate is measured. Initial head difference on both sides of the drainage structure ; S2: Conventional ore discharge: based on mass concentration Tailings slurry, first flow rate During ore discharge, the drainage flow rate is monitored in real time. and head difference Calculate the drainage flow rate attenuation rate and normalized head difference ; S3: Accelerate clogging detection and parameter adjustment: When First time reaching and When the accelerated sludge buildup phase is determined, the ore discharge concentration will be reduced. To the second concentration And increase the ore discharge flow rate To the second flow rate ; S4: Adjusted ore discharge: at the second concentration Second flow rate Continue mining and monitor until... Once the model stabilizes, record the depth of the infiltration line. ; S5: Prototype Inversion: Based on Geometric Similarity Ratio and stage correction coefficient Calculate the burial depth of the prototype wetting line The stage correction coefficient mentioned above Based on the adjustment range or stabilization of the ore discharge parameters Sure.

2. The tailings dam test seepage drainage simulation method according to claim 1, characterized in that: The horizontal drainage layer in S1 is a non-woven geotextile, and its thickness is determined by geometric similarity scale conversion, ranging from [missing information]. .

3. The tailings dam test seepage drainage simulation method according to claim 1, characterized in that: The criterion for determining stability in S4 is: the change in the drainage flow rate at three consecutive monitoring points with a monitoring interval of not less than one hour does not exceed [a certain value]. .

4. The tailings dam test seepage drainage simulation method according to claim 1, characterized in that: It also includes recording the discharge concentration, siltation degree, and normalized head difference at the critical siltation moment, which are used to assess the siltation sensitivity of tailings materials under high-concentration discharge conditions.

5. The tailings dam test seepage drainage simulation method according to claim 1, characterized in that: The stage correction coefficient in S5 The specific method for determining the value is as follows: when At this time, no adjustment was triggered. The value is 1.0; when At this time, the adjustment has been triggered and At that time, linear interpolation was performed based on the magnitude of the concentration decrease and the magnitude of the flow rate increase. The value ranges from 0.9 to 1.2; when And when it tends to stabilize, according to the stabilized state linear interpolation of values, The value ranges from 1.2 to 1.

3.

6. The tailings dam test seepage drainage simulation method according to claim 5, characterized in that: The decrease in ore concentration is positively correlated with the increase in flow rate: the greater the decrease in concentration, the greater the corresponding increase in flow rate.

7. The simulation device used in the tailings dam test seepage drainage method according to any one of claims 1-6, characterized in that, include: Model box, used for stacking tailings models; The ore discharge system includes a slurry mixing tank, a variable frequency peristaltic pump, and an ore discharge pipeline. The ore discharge pipeline is arranged laterally along the head end of the model box and has multiple ore discharge ports. The drainage system includes a horizontal drainage layer embedded in the model, a water collection tank, a drainage flow meter, and electric valves; The monitoring system includes pressure sensors buried on the upstream and downstream sides of the drainage layer, a pressure measuring tube array arranged along the model elevation, and a data acquisition instrument; The control system is electrically connected to the variable frequency peristaltic pump, the drainage flow meter, the pressure sensor, the pressure measuring tube array, and the electric valve, respectively.

8. The tailings dam test seepage drainage simulation device according to claim 7, characterized in that: The horizontal drainage layer is a multi-layered structure, independently buried at different elevations of the model. Each drainage layer is connected to an independent water collection tank and flow meter on its downstream side, and each drainage layer can be independently controlled to open or close.

9. A tailings dam test seepage drainage simulation device according to claim 8, characterized in that: The ore discharge system also includes an online density meter and a concentration regulating valve. The online density meter is installed on the ore discharge pipeline, and the concentration regulating valve is connected to the water supply pipeline of the slurry mixing tank. The control system automatically adjusts the opening of the concentration regulating valve according to the feedback signal of the online density meter.

10. A tailings dam test seepage drainage simulation device according to claim 9, characterized in that: The pressure sensor array is arranged along the height direction of the model at each... Arrange a row of pressure gauges, with each row of pressure gauges evenly distributed along the width of the model. Each measuring point has a pressure measuring tube made of transparent organic glass, with its bottom end wrapped in geotextile and buried in the tailings layer.

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