Construction method and system for reducing tailing pond stacking surface elevation

Abstract

The invention provides a construction method and system for reducing the heap surface elevation of a tailing pond. The construction method for reducing the heap surface elevation of the tailing pond comprises the steps that a vibration isolation wall is constructed between a tailing dam and a dynamic compaction treatment area, and monitoring equipment is buried; the vibration reduction rammer is used for conducting subarea trial ramming, the layer number and ramming parameters of vibration reduction pads adopted in each subarea are determined, and the vibration reduction pads are arranged at the hammering end of the vibration reduction rammer; and the vibration reduction rammer is used for conducting subarea dynamic compaction, and monitoring equipment is used for monitoring the stability of the tailing dam in real time in the subarea dynamic compaction process. According to the method, the tailing pond stacking surface elevation is reduced through the dynamic compaction method through the vibration reduction measure and the vibration isolation measure.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of tailing pond treatment, in particular to a construction method and system for reducing the height of a tailing pond surface. BACKGROUND

[0002] The tailing soil is mostly fine sand, silt soil and silt soil, and is generally in a loose or slightly dense state. For a tailing pond whose filling has reached the final height, the tailing soil is very thick, and the underground water level is also relatively low. Such geological conditions are very suitable for using the dynamic compaction method to compact the tailing soil, thereby reducing the height of the tailing pond surface.

[0003] However, the dynamic compaction method has an important defect: the strong vibration generated by the dynamic compaction method has a very serious impact on the stability and safety of the tailing dam. The tailing dam is very high, up to tens of meters or even hundreds of meters; if a dam failure occurs, it will cause significant casualties and property losses, and will have a major impact on the social economy and people's livelihood. This is the main reason why there are no engineering examples of using the dynamic compaction method to reduce the height of the tailing pond surface. Therefore, in order to use the dynamic compaction method to reduce the height of the tailing pond surface, it is necessary to reduce the impact of dynamic compaction on the tailing dam. SUMMARY

[0004] The purpose of the present application is to provide a construction method and system for reducing the height of a tailing pond surface, which realizes the use of the dynamic compaction method to reduce the height of the tailing pond surface by using vibration reduction and vibration isolation measures.

[0005] To solve the above technical problems, on the one hand, the present application provides a construction method for reducing the height of a tailing pond surface, comprising: constructing a vibration isolation wall between the tailing dam and the dynamic compaction treatment area, and burying monitoring equipment; using a vibration reduction rammer to carry out partitioned trial compaction, and determining the number of layers of vibration reduction pads and the compaction parameters used in each partition, wherein the vibration reduction pads are arranged at the hammering end of the vibration reduction rammer; using a vibration reduction rammer to carry out partitioned dynamic compaction, and using the monitoring equipment to monitor the stability of the tailing dam in real time during the partitioned dynamic compaction.

[0006] In some embodiments, the vibration isolation wall comprises a water-air bag vibration isolation wall, and the construction method of the water-air bag vibration isolation wall comprises: excavating a trench parallel to the tailing dam between the tailing dam and the dynamic compaction treatment area; inflating the composite bag to a pressure of 5-10 kPa; wrapping the composite bag with geotextile and then placing it in the trench; filling the composite bag with water above the underground water level, and then inflating it to a pressure of 20-30 kPa.

[0007] In some embodiments, the vibration isolation wall comprises a mud-grass vibration isolation wall or a mud vibration isolation wall, and a construction method of the mud-grass vibration isolation wall or the mud vibration isolation wall comprises: excavating a trench parallel to the tailings dam between the tailings dam and the dynamic compaction treatment area; filling the trench with soft grass and soil in sequence to form a mud-grass vibration isolation wall, or backfilling the trench with a prepared mud to form a mud vibration isolation wall; wherein the filling height of the grass is not less than 60% of the depth of the trench; and the mud is made of bentonite.

[0008] In some embodiments, the vibration isolation wall comprises a deep mud mixing pile vibration isolation wall, and a construction method of the deep mud mixing pile vibration isolation wall comprises: injecting mud into the tailings soil within a planned depth range using a mixing device, and strongly mixing the mud with the tailings soil to form a mud mixing pile; constructing multiple rows of overlapping or tangent mud mixing piles to form a deep mud mixing pile vibration isolation wall, which is parallel to the tailings dam.

[0009] In some embodiments, the vibration isolation wall comprises a deep mud mixing pile vibration isolation wall, a mud vibration isolation wall, a mud-grass vibration isolation wall, or a water-air bag vibration isolation wall, and the vibration isolation wall is selected according to the following method: determining whether the mud vibration isolation wall, the mud-grass vibration isolation wall, or the water-air bag vibration isolation wall meets the vibration isolation requirements through testing, if not, selecting the deep mud mixing pile vibration isolation wall, and if so, selecting from the mud vibration isolation wall, the mud-grass vibration isolation wall, or the water-air bag vibration isolation wall; determining whether there is mud resources within a certain range near the tailings pond, if so, using the mud vibration isolation wall, if not, determining whether it is the harvesting season, if so, using the mud-grass vibration isolation wall, otherwise, using the water-air bag vibration isolation wall.

[0010] In some embodiments, the method for determining the number of layers of damping pads and the tamping parameters of the damping hammer used in each partition through partitioned test tamping using a damping hammer comprises: if the initial number of layers of damping pads of the damping hammer is n, then the test tamping is performed in the test area of a certain partition by gradually increasing the tamping energy, and the single tamping energy is k×500 kN・m (k=1, 2, 3, …, p), where p is determined according to the maximum lifting height of the damping hammer; if the vibration index ∈ [(1-σ)×allowable control value, (1+σ)×allowable control value] when k=j (j≤p), then the number of layers of damping pads used in the partition is n layers, and the single tamping energy is (j-1)×500 kN・m, where σ is a preset deviation; if the vibration index < (1-σ)×allowable control value when k=p, then the test tamping is performed by gradually reducing the damping pads with a single tamping energy of p×500 kN・m, If the number of layers of the damping pad is f (f≤n) and the vibration index ∈ [(1-σ)×allowable control value, (1+σ)×allowable control value], then the number of layers of the damping pad used in the subarea is f+1, and the single-tap ramming energy is p×500kN・m, If the number of layers of the damping pad is 0 and the vibration index < (1-σ)×allowable control value, then the subarea does not need to use the damping pad, and the single-tap ramming energy is p×500kN・m.

[0011] In some embodiments, the method for partitioned dynamic compaction using a damping rammer comprises: Each subarea is divided into multiple groups of dynamic compaction points, each group of dynamic compaction points is arranged uniformly in the subarea, and each group of dynamic compaction points is sequentially rammed, and the ramming interval of each group of dynamic compaction points is q days; The site is leveled, and full ramming of the subarea is performed according to the pre-set full ramming points with a low ramming energy of 1000-1500 kN・m.

[0012] On the other hand, the present application provides a system for implementing the construction method for reducing the heap surface elevation of a tailings pond, comprising a damping rammer, wherein the damping rammer comprises a mother hammer, a repeatedly stacked damping pad and a rigid pad are arranged at the hammering end of the mother hammer, the rigid pad comprises multiple spacer pads and a bottom pad, the spacer pads are arranged between two damping pads, the bottom pad is arranged at the outermost side farthest from the hammering end, and the damping pad and the rigid pad are fixedly connected with the mother hammer through a connecting piece.

[0013] In some embodiments, a vibration isolation wall is included, which comprises a deep mud mixing pile vibration isolation wall, or a mud vibration isolation wall, or a mud and grass vibration isolation wall, or a water and air bag vibration isolation wall In some embodiments, a monitoring system is included, which comprises a surface displacement monitoring device, a deep displacement monitoring device, a vibration parameter monitoring device, a pore water pressure monitoring device, and a seepage pressure monitoring device. The monitoring points of the surface displacement monitoring device are arranged at the top of the soil between the vibration isolation wall and the tailings dam and at the top of the tailings dam, for monitoring horizontal displacement and vertical displacement. The deep displacement monitoring device is arranged near the tailings dam between the vibration isolation wall and the tailings dam, for monitoring deep horizontal displacement. The vibration parameter monitoring device is arranged at the top of the soil near both sides of the vibration isolation wall, at the top of the tailings dam, and at the top of the soil between the vibration isolation wall and the tailings dam near the tailings dam, for monitoring vibration parameters. The pore water pressure monitoring device is arranged in the soil near both sides of the vibration isolation wall and in the soil between the vibration isolation wall and the tailings dam near the tailings dam, for monitoring pore water pressure. The seepage pressure monitoring device is arranged inside the tailings dam, for monitoring seepage pressure.

[0014] The beneficial effects of the present application are: 1. The present application adopts two measures of vibration reduction and vibration isolation to realize the reduction of the tailings pond heap surface elevation by using the dynamic compaction method; wherein the vibration reduction rammer reduces the dynamic compaction peak impact force, significantly reduces the dynamic compaction vibration influence, but maintains a relatively high ramming energy, and obtains a good ramming compaction effect; and by adjusting the number of rubber pads, only one same master hammer can meet the dynamic compaction vibration reduction requirements of different degrees; the vibration isolation wall has a good vibration isolation protection effect on the adjacent buildings of the dynamic compaction work point.

[0015] 2. The present application provides four vibration isolation wall (deep mud mixing pile vibration isolation wall, mud vibration isolation wall, mud and grass vibration isolation wall, and water gas bag vibration isolation wall) options, which can be flexibly selected according to engineering requirements, geological conditions, material availability and cost. The deep mud mixing pile vibration isolation wall is a relatively ideal vibration isolation structure, and has a good vibration isolation effect; by adjusting the depth and width thereof, the vibration isolation requirements under different working conditions can be met; the mud vibration isolation wall, the mud and grass vibration isolation wall, and the water gas bag vibration isolation wall have the advantages of simple construction, good vibration reduction effect, and low cost.

[0016] 3. The real-time monitoring and management mechanism for the safety of the tailings dam established by the present application can dynamically monitor the stability of the tailings dam during the dynamic compaction process through system integration monitoring system (including vibration, displacement, pore water pressure, seepage pressure and other multi-parameter real-time monitoring), combined with early warning mechanism and construction feedback control. Once an abnormality is found, the construction parameters are adjusted or the work is suspended in time, which greatly reduces the risk of dynamic compaction construction to the safety of the tailings dam; in combination with the vibration reduction and vibration isolation technology of the present application, a safe, simple, fast, economical and effective treatment method for reducing the tailings pond heap surface elevation is provided. BRIEF DESCRIPTION OF DRAWINGS

[0017] Figure 1 It is a structural schematic diagram of the vibration reduction rammer of the present application; Figure 2 It is a top view of the vibration reduction rammer of the present application; Figure 3 It is a dynamic compaction treatment plan view of the present application; Figure 4 It is a dynamic compaction treatment and monitoring profile view of the present application; Figure 5 It is a plan view of the mud mixing pile of the present application; Figure 6 It is a plan view of the water gas bag vibration isolation wall of the present application; Figure 7 It is a profile view of the water gas bag vibration isolation wall of the present application; Figure 8 It is a point distribution schematic diagram of the dynamic compaction point of the present application; Figure 9A distribution diagram of the full ramming of the present application.

[0018] Figure 10 A construction procedure of the present application. Figure 11 A plane diagram of a certain tailing pond.

[0019] Reference numerals: handle 1; mother hammer 2; connecting piece 3; gasket 4; damping pad 5; rigid pad 6; tailing dam 7; vibration isolation wall 8; test area 9; first surface displacement monitoring point 10-1; second surface displacement monitoring point 10-2; third surface displacement monitoring point 10-3; first vibration parameter monitoring device 11-1; second vibration parameter monitoring device 11-2; third vibration parameter monitoring device 11-3; fourth vibration parameter monitoring device 11-4; deep displacement monitoring device 12; first pore water pressure monitoring device 13-1; second pore water pressure monitoring device 13-2; third pore water pressure monitoring device 13-3; seepage pressure monitoring device 14; mud mixing pile 15; composite bag 16; valve 17; geotextile 18; first round of ramming point 19; second round of ramming point 20; full ramming point 21. DETAILED DESCRIPTION

[0020] In order to make the technical problems, technical solutions and beneficial effects of the present application clearer, the present application will be further described in detail below in combination with the drawings and examples. It should be understood that the specific examples described herein are only used to explain the present application and do not limit the present application.

[0021] In order to reduce the tailing pond heap surface elevation by using the ramming method, the present application is improved from two aspects of damping and vibration isolation.

[0022] Damping means improving the rammer to reduce the vibration generated when it strikes the ground. The present application is aimed at the deep thick tailing soil of large area, and the requirement for the damping rammer is to maintain good ramming effect and better control the vibration influence. The existing rammer or damping measures cannot meet the requirement.

[0023] Vibration isolation means setting a vibration isolation barrier to reduce the outward propagation of the vibration wave generated by the ramming. The existing vibration isolation barriers are mainly vibration isolation trenches and stress release holes. These vibration isolation barriers either have insufficient depth and the vibration isolation effect cannot meet the vibration isolation requirement of the project aimed by the present application, or the tailing soil is mostly silty sand or silt fine sand, and the drilling is easy to collapse, thus failing to play a role in vibration isolation.

[0024] The present application provides a system for reducing the tailing pond heap surface elevation, which comprises a ramming device, a vibration isolation wall 8 and a monitoring system.

[0025] As Figure 1 , 2As shown, the dynamic compaction device comprises a shock-absorbing rammer, the shock-absorbing rammer comprises a mother hammer 2, a lifting handle 1 is fixedly arranged at the upper end of the mother hammer 2, a repeatedly stacked shock-absorbing pad 5 and a rigid pad 6 are arranged at the hammering end (i.e. the lower end) of the mother hammer 2, the rigid pad 6 comprises a plurality of spacer pads and a bottom pad, the spacer pads are arranged between two shock-absorbing pads 5, and the bottom pad is arranged at the outermost side farthest from the hammering end, and the shock-absorbing pad 5 and the rigid pad 6 are fixedly connected with the mother hammer 2 through a connecting piece 3.

[0026] That is, a plurality of shock-absorbing pads 5 are fixedly arranged at the lower end of the mother hammer 2, a rigid pad 6 is arranged between adjacent two shock-absorbing pads 5, and a rigid pad 6 is also arranged at the bottom of the lowermost shock-absorbing pad 5, the rigid pad 6 between adjacent two shock-absorbing pads 5 is a spacer pad, the lowermost rigid pad 6 is a bottom pad, the thickness of the bottom pad is greater than that of the spacer pad, for example, the thickness of the spacer pad is 3-6 mm, and the thickness of the bottom pad is 10-15 mm.

[0027] Among them, the shock-absorbing pad 5 can adopt high-damping rubber or neoprene rubber or natural rubber, and for specific engineering, several shock-absorbing pads 5 are adopted, which need to be determined according to trial ramming, so as to achieve the proposed requirements in the vibration index of the vibration influence area to be controlled. The rigid pad 6 needs to have high strength, high impact toughness, fatigue resistance and other properties, and can adopt low-alloy high-strength Q355B structural steel.

[0028] In addition, the connecting piece 3 can adopt a long bolt, the hammering end of the mother hammer 2 is provided with a threaded hole, the long bolt is only provided with a thread at the bottom to match the threaded hole of the mother hammer 2, the part of the long bolt penetrating through the shock-absorbing pad 5 and the rigid pad 6 is a smooth round surface, and the washer of the long bolt is provided with a gasket 4.

[0029] The present application utilizes the elastic deformation characteristics of rubber, sets rubber pads at the bottom of the mother hammer 2, can effectively reduce the peak impact force of dynamic compaction, thereby reducing the vibration caused by dynamic compaction to the surrounding site, and can also maintain a relatively high ramming energy and ramming effect. The main principle of the shock-absorbing rammer: the root cause of dynamic compaction vibration is that when the rammer (mass M) impacts the foundation at a certain speed (v), a large instantaneous impact load (F) is generated, which produces strong vibration waves in the stratum and spreads to the surrounding area. If rubber pads are arranged at the bottom of the mother hammer 2, the rubber pads will be elastically deformed when impacted, converting the instantaneous impact into a "cushioning" effect, greatly extending the impact time Δt, reducing the peak value of the impact load, and thereby playing a significant damping effect. In addition, the rubber pads have an absorbing effect on the impact energy of the mother hammer 2 and an effect of adjusting the vibration wave frequency, which also has a damping effect.

[0030] The mass of the mother hammer 2 and the selection of the hammer type: the tailings soil of the tailings pond is thick, and the effective reinforcement depth of the dynamic compaction needs to be as large as possible; considering the safety of the tailings dam 7, the vibration influence on the periphery needs to be as small as possible. Since the vibration reduction and vibration isolation measures can control the influence of dynamic compaction vibration on the periphery, the focus here is on the effective reinforcement depth. The heavier the mother hammer 2, the deeper the reinforcement depth, and therefore, a larger mother hammer 2, such as 20-60 t, is suitable. Under the condition that the mass of the mother hammer 2 is the same, the smaller the bottom area of the mother hammer 2, the deeper the effective reinforcement depth of the dynamic compaction. Therefore, the hammer bottom diameter can be 1.2-2.5 m, and a smaller diameter is used when the mother hammer 2 is lighter, and a larger diameter is used when the mother hammer 2 is heavier.

[0031] First of all, it needs to be explained that the vibration isolation principle of the vibration isolation wall 8: the wave impedance mutation between the filling in the vibration isolation wall 8 and the in-situ tailings soil is the core principle of the vibration isolation of the vibration isolation wall 8. The wave impedance Z of the soil body is equal to the product of its density p and wave speed V: Z=pV. If the density of the filling of the vibration isolation wall 8 is lower than that of the tailings soil, and its shear wave speed is much lower than that of the tailings soil, the wave impedance of the vibration isolation wall 8 will be much smaller than that of the tailings soil. When the vibration wave propagates from the relatively dense tailings soil layer to the vibration isolation wall 8, a considerable part of the vibration wave energy will be reflected at the interface of the vibration isolation wall 8 due to the mutation of the wave impedance, and will be "bounced back" to the side of the dynamic compaction construction area, and only a small part of the energy can continue to propagate to the protected area through the vibration isolation wall 8.

[0032] According to the above vibration isolation principle, as long as the wave impedance of the filling in the vibration isolation wall 8 is much smaller than that of the tailings soil, the vibration isolation wall 8 can play a good vibration isolation role. Therefore, the filling in the vibration isolation wall 8 can be air, water, mud, and other substances with a smaller wave impedance than the tailings soil. Using these materials as the filling of the vibration isolation wall 8 can play a good vibration isolation role.

[0033] The vibration isolation wall 8 of the application includes a deep mud mixing pile vibration isolation wall, or a mud vibration isolation wall, or a mud and grass vibration isolation wall, or a water and air bag vibration isolation wall, and the vibration isolation wall 8 is arranged at the boundary of the dynamic compaction treatment area.

[0034] The deep mud mixing pile vibration isolation wall is a vibration isolation wall 8 composed of multiple rows of deep mud mixing piles 15, and the construction process of the deep mud mixing pile vibration isolation wall is as follows: 1) The positions of the mixing piles of the deep mud mixing pile vibration isolation wall are laid out.

[0035] 2) Deep layer mud mixing pile 15 adopts four spraying and four stirring process, and its flow is as follows: mixing pile machine is in place→ high pressure grouting pump is opened→ drilling and grouting to the designed depth→ drilling and grouting to the design surface of mixing pile→ repeating stirring and drilling and grouting to the designed depth→ drilling and stirring and grouting to the design surface of mixing pile→ pile forming is finished→ the next pile is constructed. By constructing two rows or more rows of mud mixing piles 15 arranged in lap or tangency, a deep layer mud mixing pile vibration isolation wall can be formed, as shown in Figure 5 The left side of the figure shows the lap of mud mixing pile 15, and the right side of the figure shows the tangency of mud mixing pile 15. F represents the diameter of mud mixing pile 15, G represents the lap width of mud mixing pile 15, and H represents the width of deep layer mud mixing pile vibration isolation wall.

[0036] The width of deep layer mud mixing pile vibration isolation wall is 1.2m~2.5m, the depth is 5m~25m, and the diameter of mixing pile is 0.6~0.8m. The mud uses bentonite as material, and the mixing amount of bentonite is 8%~15% of the mass of tailing soil. The water-cement ratio is 0.5~0.7. The prepared slurry should not be left for too long, and should be used immediately after mixing. A sufficient amount of slurry is prepared at one time to ensure that the grouting system can continuously supply slurry to meet the uniformity and continuity of grouting and stirring. The concentration and specific gravity of each bucket of slurry must be measured, and the slurry can be injected into the slurry storage tank only after reaching the required values determined by construction tests and meeting the requirements. The slurry is continuously pumped by the grouting pump during stirring and grouting; The centering error of the mixing machine drill bit and the pile center point is not more than 5cm, the horizontal error of the mixing pile machine is not more than 2cm, and the perpendicularity is not less than 0.8%. The pile is formed by four spraying and four stirring process, and the stirring head drilling speed is uniform at not more than 0.8m / minute. The lifting speed is not more than 0.6m / minute. The grouting elevation requirement is that the top grouting elevation takes the bottom surface of the foundation trench as the starting point, and the final grouting bottom is the designed elevation of the deep layer mud wall bottom.

[0037] The mud vibration isolation wall is a vibration isolation wall 8 formed by filling the trench with mud.

[0038] Construction process of mud vibration isolation wall: 1) The position of the mud vibration isolation wall is laid out.

[0039] 2) Mud is prepared. Bentonite is used as mud material, and pure mud is prepared according to the water-cement ratio of 0.5~0.7, and then mixed with the soil taken from the site. The mixing amount of bentonite is 8%~15% of the mass of the soil taken from the site; the clay content in the prepared mud is 8%~15%, and the density is 1.2~1.5g / cm 3 .

[0040] 3) The trench is excavated by mechanical equipment according to the designed vibration isolation trench size, and the prepared mud is backfilled into the trench to form the mud vibration isolation wall.

[0041] The width of the mud isolation wall is 1.2m~2.0m, and the depth is 4m~6m. The mud can be prepared by using bentonite as the raw material, adding a proper amount of water, and stirring with tailings soil; or the mud can be prepared by using clay from the site.

[0042] The straw isolation wall is an isolation wall 8 filled with light and soft materials such as straw in the trench.

[0043] Construction process of the straw isolation wall: 1) The position of the straw isolation wall is laid out.

[0044] 2) The trench is excavated by mechanical equipment according to the planned size of the isolation trench.

[0045] 3) The straw, straw, and other soft materials are laid and filled into the trench to form a straw wall, and the height of the straw wall should be not less than 60% of the depth of the isolation trench.

[0046] 4) The soil is taken from the site, and the trench is filled back to the ground level to form a soil wall, thereby forming a mud and straw isolation wall that can play a role in isolation.

[0047] The width of the mud isolation wall is 1.2m~2.0m, and the depth is 4m~6m. The backfill soil can be taken from the site and filled by a bulldozer, without layering and rolling, and mechanical equipment should not move on the mud isolation wall.

[0048] The water and gas bag isolation wall is an isolation wall 8 filled with composite bags 16 filled with water and gas, as shown in Figure 6 、 7 The water and gas bag isolation wall includes a plurality of composite bags 16, the composite bags 16 contain water and gas, the height of the water is not less than the height of the groundwater level, the gas is located above the water, the pressure of the gas is between 20~30kPa, the width of the composite bag 16 is equal to the width of the trench, the depth (or height) of the composite bag 16 is slightly less than the depth of the trench, and the plurality of composite bags 16 are arranged along the direction of the trench to form the water and gas bag isolation wall. The top of the composite bag 16 is provided with a valve 17, and the valve 17 is used to control the communication between the composite bag 16 and the outside, that is, the composite bag 16 can be filled with gas and water through the valve 17.

[0049] Construction process of the water and gas bag isolation wall: 1) Material preparation: composite bags 16 are purchased according to the planned size and related requirements of the isolation wall 8. The width of the composite bag 16 is the same as the width of the isolation wall 8, and the height is 200~300mm less than the planned height of the isolation wall 8, and the length of a single composite bag 16 is 5~10m.

[0050] 2) Before installing and burying the composite bag 16, all the composite bags 16 must be subjected to 24-hour air pressure sealing inspection, and when the corresponding requirements are met, the composite bag 16 can be installed and used.

[0051] 3) Installation of water gas bag vibration isolation wall operation process: trench excavation → composite bag 16 inflation → sinking composite bag 16 → composite bag 16 water filling inflation.

[0052] 4) Use excavator to excavate trench according to the planned vibration isolation trench size. When the trench is excavated to the size of a single composite bag 16, the geotextile 18 and composite bag 16 should be paved in time to prevent the trench from collapsing after a long time of excavation.

[0053] 5) Before installing the geotextile 18 and composite bag 16, remove sharp objects such as branches and iron wires from the bottom and sidewall of the trench.

[0054] 6) Use a high-pressure air compressor to inflate the composite bag 16 to a pressure of 5-10 kPa, wrap the composite bag 16 with geotextile 18, and use double-sided tape to fix the two together, then sink them together into the trench.

[0055] 7) Open the valve 17 of the composite bag 16, fill water into the composite bag 16 above the groundwater level, and then inflate to 20-30 kPa.

[0056] Minimum water filling level: the water must be filled above the groundwater level to ensure that the composite bag 16 does not float due to buoyancy. Maximum water filling level: the composite bag 16 should not be filled to the top, especially during the low temperature period, to avoid water freezing and expanding to cause the composite bag 16 to rupture. The water can be filled to 50-80% of the height of the composite bag 16.

[0057] 8) If the trench is excavated too wide and there is a gap between the composite bag 16 and the trench wall after filling with water, sandy soil should be backfilled between the geotextile 18 and the trench wall to fill the gap.

[0058] The width of the water gas bag vibration isolation wall is 1.0-2.0 m, and the depth is 4-6 m. The depth of the trench depends on the physical and mechanical properties of the soil and the excavating depth of the excavating machinery, which can be determined by trial excavation.

[0059] The composite bag 16 material should be a composite material with a tensile strength of ≥15 MPa, such as HDPE (high-density polyethylene), PVC mesh cloth, etc. The material should be resistant to ultraviolet light, acid and alkali corrosion, and temperature changes (-20°C to 80°C), with a puncture strength of ≥80 N. The tensile strength of the composite bag 16 material and its joints should meet the following requirements: In the formula, T h is the tensile strength of the composite bag 16 material and its joints (kN / m); K is the safety factor, taken as 2.0-3.0; h is the height of the composite bag 16 (m); γ w is the specific weight of water (kN / m 3 ).

[0060] The geotextile 18 is a woven geotextile 18 with a unit mass of not less than 200 g / m2 Tensile strength ≥ 10 kN / m (longitudinal and transverse), elongation at break (longitudinal / transverse) 10%~30%, CBR top breaking strength ≥ 1.8 kN, tear strength (longitudinal / transverse) ≥ 0.8 kN.

[0061] Technical requirements for the valve 17 of the composite bag 16: the valve 17 body needs to be made of stainless steel, the design pressure ≥ 0.6 MPa, and the corrosion allowance ≥ 2 mm. The valve 17 needs to have full open / full close function. The flow under dynamic pressure 0.05 MPa ≥ 0.05 L / s, and the flow under 0.5 MPa ≤ 0.33 L / s.

[0062] Regarding the selection of the vibration isolation wall 8: the selection of the vibration isolation wall 8 should follow the following principles: ① reliable, capable of meeting the vibration isolation requirements of the protected building structure; ② relatively simple process, easy to implement; ③ adapt to local conditions, use local materials; ④ relatively economical in cost. The characteristics of the above four kinds of vibration isolation walls 8 are: 1. Deep mud mixing pile vibration isolation wall is a reliable, feasible, and mature construction technology vibration isolation wall 8. For various vibration isolation requirements, the depth and width can be adjusted to achieve the desired vibration isolation effect; but the cost is relatively high.

[0063] 2. Mud vibration isolation wall, mud and straw vibration isolation wall, and water and air bag vibration isolation wall have one thing in common: they need to be filled after trenching. Their vibration isolation effect depends on the depth of the trench that can be excavated. The vibration isolation effects of these three kinds of vibration isolation walls 8 are different, with the water and air bag vibration isolation wall being better, but the difference is not big; the choice of which vibration isolation wall 8 is mainly related to material resources. If there is mud resources nearby (within 5 km), and no clay materials need to be purchased externally, mud vibration isolation wall can be considered first. If it is in the harvesting season, and materials such as straw can be purchased cheaply, mud and straw vibration isolation wall can be considered first.

[0064] Therefore, for a specific project, the type of vibration isolation wall 8 can be determined through testing. That is, a section of vibration isolation wall 8 (such as a water and air bag vibration isolation wall) is excavated to test whether it can meet the vibration isolation requirements. If it can meet the required vibration isolation requirements, then according to the above comparison and selection principles, one of the water and air bag vibration isolation wall, mud and straw vibration isolation wall, and mud vibration isolation wall is selected for implementation and application; if it cannot meet the relevant vibration isolation requirements, the deep mud mixing pile vibration isolation wall is selected as the vibration isolation structure for implementation.

[0065] The monitoring system is used to monitor the impact of dynamic compaction on different positions and to master the safety status of the tailings dam 7 during the dynamic compaction construction process. Through these monitoring information, feedback is given to guide the dynamic compaction construction, and if necessary, the construction is immediately stopped, and the dynamic compaction parameters are adjusted before the construction is continued, so as to fully guarantee the safety of the tailings dam 7.

[0066] The monitoring system comprises a surface displacement monitoring device, a deep displacement monitoring device 12, a vibration parameter monitoring device, a pore water pressure monitoring device, a seepage pressure monitoring device 14, the vibration parameter monitoring device adopts a vibration pickup, the deep displacement monitoring device 12 adopts an inclinometer, the pore water pressure monitoring device adopts a pore water pressure gauge, the seepage pressure monitoring device 14 adopts a seepage pressure gauge, and the surface displacement monitoring device adopts a total station.

[0067] The arrangement of monitoring points, installation and data collection processing, and early warning values of monitoring indexes such as the phreatic line are executed according to the relevant provisions of the following specifications: Safety Regulations for Tailings Ponds (GB 39496-2020), Technical Specifications for Safety Monitoring of Tailings Ponds (AQ2030-2010), and Engineering Technical Specifications for Online Safety Monitoring Systems of Tailings Ponds (GB51108 2015).

[0068] As shown in Figure 4 , the approximate positions of the monitoring points are illustrated: The monitoring points of the surface displacement monitoring device include a first surface displacement monitoring point 10-1, a second surface displacement monitoring point 10-2, and a third surface displacement monitoring point 10-3, which are arranged at the top of the tailings dam 7 and the top of the soil body between the vibration isolation wall 8 and the tailings dam 7, respectively. The deep displacement monitoring device 12 is arranged at a position close to the tailings dam 7 between the vibration isolation wall 8 and the tailings dam 7. The vibration parameter monitoring device includes a first vibration parameter monitoring device 11-1, a second vibration parameter monitoring device 11-2, a third vibration parameter monitoring device 11-3, and a fourth vibration parameter monitoring device 11-4, which are arranged at the top of the tailings dam 7, the top of the soil body close to the tailings dam 7 between the vibration isolation wall 8 and the tailings dam 7, and the top of the soil body close to both sides of the vibration isolation wall 8, respectively. The pore water pressure monitoring device includes a first pore water pressure monitoring device 13-1, a second pore water pressure monitoring device 13-2, and a third pore water pressure monitoring device 13-3, which are arranged in the soil body close to the tailings dam 7 between the vibration isolation wall 8 and the tailings dam 7, and in the soil body close to both sides of the vibration isolation wall 8, respectively. The seepage pressure monitoring device 14 is arranged inside the tailings dam 7 for monitoring the seepage pressure.

[0069] As shown in Figure 10 , the method for processing the tailings pond by using the system comprises: (1) Collecting data; As shown in Figure 11 , a certain tailings pond is taken as an example for illustration, and the relevant data of the tailings pond and the tailings dam 7 are collected, focusing on understanding the structure and safety status of the tailings dam 7, the distribution and physical and mechanical properties of the tailings soil, the groundwater level of the tailings pond, and the drainage system of the tailings pond.

[0070] (2) Design of initial dynamic compaction construction plan 1) The isolation wall 8 is arranged in parallel with the tailings dam 7, with a distance of 10-20 m from the tailings dam 7. For the proposed position of the isolation wall 8, the safety factor of the tailings dam 7 after setting a certain isolation wall 8 shall be calculated according to the relevant specifications, and the calculation results shall meet the requirements of the specifications.

[0071] 2) The type of isolation wall 8 to be used shall be determined based on a comprehensive consideration of factors such as isolation requirements, site soil conditions, excavatable depth of trench, weather conditions, and cost of isolation wall 8; if necessary, field tests can be conducted to determine the type of isolation wall 8.

[0072] 3) Monitoring design: vibration pickup meters are used to monitor the influence range of dynamic compaction; pore water pressure meters and osmotic pressure meters are mainly used to monitor the changes in the saturation line of the tailings dam 7 and possible signs of sand liquefaction; surface displacement monitoring devices and deep displacement monitoring devices 12 are mainly used to monitor the deformation and stability of the dam. The instrument parameters, burial requirements, monitoring frequency, and monitoring methods (manual monitoring and automatic monitoring) shall be carried out in accordance with the requirements of the relevant specifications.

[0073] 4) Key points of dynamic compaction design: a) The main purpose of dynamic compaction is to reduce the elevation of the tailings storage site, and no requirements are made for the bearing capacity of the site and the uniformity of the tailings soil; b) Multi-layer rubber pad vibration reduction rammer is used, with a weight of 20-60 t, a cylindrical hammer, and a hammer bottom diameter of 1.2-2.5 m; c) Single-tap compaction energy is 1000-11000 kN·m, determined by trial compaction. Under the premise that dynamic compaction does not cause an impact on the tailings dam 7 beyond the requirements of the specifications, a higher compaction energy is used; d) The spacing between ramming points should be 2.0-3.0 times the diameter of the rammer; e) The average settlement of the last two compactions should not exceed 100 mm, and the ground around the compaction pit should not have excessive uplift, and the compaction pit should not be too deep to cause difficulty in lifting the hammer; f) After completing the compaction, use a bulldozer to level the site; g) Within the dynamic compaction range, complete one full compaction, with a 1 / 4 overlap between points. The compaction energy is 1000-1500 kN·m.

[0074] (3) Construction of isolation wall 8 According to the aforementioned selection method of isolation wall 8, a type of isolation wall 8 is determined for implementation.

[0075] The tailings storage site uses a water-air bag isolation wall, and the specific construction steps include: 1) The isolation wall 8 is 320 m long.

[0076] 2) The main parameters of the water-air bag isolation wall are: width 1.5 m, depth 6 m. The size of a single composite bag 16 is: width 1.5 m, height 5.8 m, length 5-6 m. A total of 164 composite bags 5 m long and 1650 composite bags 6 m long are required.

[0077] 3) Perform a 24-hour air pressure seal check on all composite bags 16. Pressurize the composite bag 16 with 60 kPa and close the valve. Within 24 hours, the pressure inside the composite bag 16 must not be less than 59 kPa.

[0078] 4) Main work process for installing water-air bag vibration isolation wall: Inflate composite bag 16 → Excavate trench → Sink composite bag 16 → De-inflate composite bag 16 and fill with water.

[0079] 5) Inflate the composite bag 16 with low-pressure air, with a pressure value not exceeding 10 kPa; use geotextile 1818 as follows: Figure 7 Wrap the composite bag 1616 from bottom to top, and then use double-sided tape to attach the geotextile 1818 to the composite bag 1616.

[0080] 6) Use an excavator to dig trenches according to the planned dimensions of the vibration isolation trench, and remove sharp objects such as branches and wires from the bottom and sidewalls of the trenches.

[0081] 7) When the trench excavation length is approximately the length of two composite bags 16, the geotextile 1818 and composite bags 1616 can be promptly lowered to the bottom of the trench.

[0082] 8) Open valve 17 of composite bag 16 and fill composite bag 16 with water using a water pump. The water filling level should not be lower than the groundwater level. In low-temperature seasons (temperatures below -5°C), the water filling level should not be higher than 85% of the height of composite bag 16.

[0083] 9) If the trench is too wide, gaps will appear between the composite bag 16 and the trench wall after water filling. Sandy soil should be backfilled between the geotextile 18 and the trench wall to fill the gaps.

[0084] 10) Repeat steps 5) to 9) to install the remaining composite bags 16.

[0085] (4) Install and debug monitoring equipment 1) such as Figure 4 As shown, vibration pickup gauges, pore water pressure gauges, osmotic pressure gauges, and ground displacement measuring points are installed according to design requirements and relevant specifications.

[0086] Installation of the vibration sensor: Select the installation location according to the design requirements. Dig a pit with a diameter of approximately 20-30cm and a depth of 50-100cm in the ground, ensuring the bottom of the pit is flat and compacted. Place the vibration sensor vertically into the bottom of the pit, and backfill the surrounding area with fine soil or gravel, compacting it in layers to ensure close contact between the vibration sensor and the soil. The installation direction of the vibration sensor must be consistent with the direction of the monitored vibration to avoid signal distortion caused by angular deviation. The vibration sensor cable should be led out from the pit wall, pass through a PVC flexible conduit to the ground surface, and prevent it from being damaged by soil compression. Seal the ground outlet with sealant to prevent rainwater from seeping in.

[0087] Borehole water pressure gauge: according to the design requirements to select the buried position. The borehole water pressure gauge is 3-5 measuring heads per group, which is buried at different depths, and one measuring head is buried every 3-5 meters. The pore pressure measuring head is buried according to one hole and one only, that is, the measuring heads in the same group need to be buried separately and cannot be buried in the same drill hole; the measuring head must be kept fully saturated during the burial process, and there must be no air in the measuring head cavity and the water permeable stone; after the measuring head is in place, it is sealed with dry bentonite balls.

[0088] 2) Debug all monitoring sensor devices, record initial readings, and connect to the online monitoring platform.

[0089] 3) During the dynamic compaction construction process, the whole process is monitored and monitored data is transmitted in real time.

[0090] During the whole process of dynamic compaction construction, the safety monitoring and early warning treatment of the tailings dam 77 is carried out according to the following procedures: ① The main control parameters of the safety of the tailings dam 7 are: the depth of the saturation line, the peak value of the vibration speed of the tailings dam 7, the change value of the pore water pressure, etc.; ② Establish a monitoring data sharing platform, and all monitoring data is uploaded to the platform in real time; ③ Establish a safety monitoring team to monitor and judge the safety of the tailings dam 7; ④ If the warning condition occurs, immediately start the early warning response: immediately stop the dynamic compaction construction. The relevant technical personnel immediately access the data through the data sharing platform and analyze the cause of the early warning; ⑤ The technical personnel go to the scene to further understand the situation, confirm the cause of the early warning, and discuss the adjustment of the construction scheme; ⑥ According to the test ramming result, it is confirmed that the new construction scheme is safe, and the dynamic compaction construction is continued according to the new scheme.

[0091] (5) Zonal test ramming, determine the number of damping pads 5 and ramming parameters used in each zone.

[0092] 1) The construction area is divided into zones. As shown in Figure 3 , A represents the range of dynamic compaction treatment area, D represents the distance between the tailings dam 7 and the vibration isolation wall 8, and each distance K (K=30-50m) from the mud vibration isolation trench is set as a zone, which is divided into A1, A2, A3, A4, etc. In each zone, a 20*20m area near the tailings dam 7 is selected for test ramming, i.e. test area 9, to determine the dynamic compaction parameters of the zone.

[0093] 2) Vibration control index of test ramming: the peak value of vibration speed measured by the vibration pickup meter (9-1 and 9-2) near the tailings dam 7 during dynamic compaction does not exceed the control value in Table 7.4.6 of "Permissible Vibration Standard for Building Engineering" (GB50868-2013).

[0094] 3) Test compaction method: ① Select a vibration-damping tamper with n layers of rubber pads, and perform test compaction with single-click impact energy of k×500kN・m (k=1,2,3,…,p), where p is determined according to the maximum lifting height of the vibration-damping tamper. If when k=j (j≤p), the vibration index (such as acceleration) is close to or just exceeds the allowable control value (e.g., vibration index ∈ [0.98×allowable control value, 1.02×allowable control value]), then the dynamic compaction parameters for this zone are: the vibration-damping tamper has n layers of rubber pads, and the single-click impact energy is (j-1)×500 kN・m. ② If the vibration-damping tamper has n layers of rubber pads, and the vibration index still does not exceed 0.98 × allowable control value when the single-shot impact energy reaches the planned maximum impact energy p × 500 kN·m, then reduce the number of rubber pad layers by one and test tamping again until the number of rubber pad layers is f. When the vibration index is close to or just exceeds the allowable control value, the dynamic compaction parameters for the zone are: the number of rubber pad layers of the vibration-damping tamper is (f+1) layers, and the single-shot impact energy is the planned maximum impact energy. ③ If the number of rubber pad layers is 0, and the vibration index still does not exceed 0.98 × allowable control value when tamped with the maximum impact energy, then the impact energy for this zone is the planned maximum impact energy, and rubber pad vibration damping is not required. ④ Based on the number of vibration-damping rubber pad layers and single-point impact energy determined by the above test compaction, further test compaction should be carried out in accordance with the relevant provisions of the "Technical Specification for Dynamic Compaction Foundation Treatment (CECS+279-2010)" to determine more reasonable parameters such as compaction point spacing, number of single-point impacts, number of compaction passes, and cessation of compaction.

[0095] (6) Zonal dynamic compaction. Based on the number of rubber pad layers and dynamic compaction parameters determined by the trial compaction, dynamic compaction is carried out on each zone according to the following procedure: 1) Clear and level the construction site, and measure the site elevation; 2) Lay out the position of point 19 for the first round of dynamic compaction; 3) Position the crane, place the tamping hammer at the first strong compaction point 19, and measure the hammer top elevation before compaction; 4) Lift the rammer to the predetermined height, activate the release device, and allow the rammer to fall freely. After the rammer lands, lower the hook and measure the elevation of the top of the rammer. If the rammer is found to be tilted due to the inclination of the pit bottom, the pit bottom should be leveled in time. 5) Repeat step 4) to complete the compaction of a single compaction point according to the planned number of compaction blows and the principle of stopping compaction; 6) Change the tamping point and repeat steps 3) to 5) to complete the first round of tamping at point 19. Figure 8 As shown, the present invention sets two sets of dynamic compaction points, namely the first dynamic compaction point 19 and the second dynamic compaction point 20. 7) After the specified time interval (7 to 10 days, depending on the dissipation of pore water pressure after the first round of dynamic compaction), complete the second round of dynamic compaction at point 20 according to steps 2) to 6) above. 8) use the bulldozer to flatten the site; 9) ram the partition according to the full ramming point 21 with low ramming energy (1000~1500 kN・m), as shown in Figure 9 ; 10) use the bulldozer to flatten the site again after full ramming; 11) measure the elevation of the ground after dynamic compaction, and calculate the total ramming volume; 12) pump out the water in the composite bag 16; 13) recycle the composite bag 16 and the geotextile 18.

[0096] 14) use the bulldozer to backfill the vibration isolation wall 8 with soil on site.

[0097] If the mud isolation wall is used for the vibration isolation wall 8, the mud on the surface of the mud isolation wall 1~2m thick is excavated and spread on the ground, and then the tailings are backfilled to dig the trench and compacted.

[0098] During the whole partition dynamic compaction process, the stability and safety state of the tailings dam 7 is monitored in real time, and the whole process is monitored and guided for dynamic compaction construction. If the vibration index of the tailings dam 7 exceeds the allowable control value or the phreatic line of the tailings dam 7 is abnormal due to dynamic compaction, the dynamic compaction construction must be stopped immediately; after the relevant reasons are analyzed and the ramming parameters are modified, the dynamic compaction construction is continued.

[0099] The above-described embodiments are only used to illustrate the technical solutions of the present application, rather than limit them; although the present application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that: it can still modify the technical solutions recorded in the foregoing embodiments, or make equivalent replacement for part of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the spirit and scope of the technical solutions of the embodiments of the present application, and should be included in the protection scope of the present application.

Claims

1. A construction method for reducing the elevation of a tailings dam surface, characterized in that: include: A vibration isolation wall (8) is constructed between the tailings dam (7) and the dynamic compaction treatment area, and monitoring equipment is installed. Using a vibration-damping ram, test compaction was carried out in zones to determine the number of layers of vibration-damping pads (5) and the compaction parameters for each zone. The vibration-damping pads (5) were arranged at the hammering end of the vibration-damping ram. The tailings dam (7) was subjected to zoned dynamic compaction using a vibration-damping hammer, and the stability of the tailings dam (7) was monitored in real time using monitoring equipment during the zoned dynamic compaction process.

2. The construction method for reducing the elevation of tailings dam surface according to claim 1, characterized in that: The vibration isolation wall (8) includes a water-air bag vibration isolation wall, and the construction method of the water-air bag vibration isolation wall includes: A trench parallel to the tailings dam (7) is excavated between the tailings dam (7) and the dynamic compaction treatment area; Inflate the composite bag (16) to a pressure of 5~10 kPa; After wrapping the composite bag (16) with geotextile (18), place it into the trench; Fill the composite bag (16) with water to above the groundwater level, and then inflate it with air to a pressure of 20~30kPa.

3. The construction method for reducing the elevation of tailings dam surface according to claim 1, characterized in that: The vibration isolation wall (8) includes a mud-straw vibration isolation wall or a mud slurry vibration isolation wall, and the construction methods for the mud-straw vibration isolation wall or the mud slurry vibration isolation wall include: A trench parallel to the tailings dam (7) is excavated between the tailings dam (7) and the dynamic compaction treatment area; Loose straw and soil are sequentially filled into the trench to form a mud-straw vibration isolation wall, or pre-prepared mud slurry is backfilled into the trench to form a mud slurry vibration isolation wall; The filling height of the straw should be no less than 60% of the trench depth; the mud should be made of bentonite.

4. The construction method for reducing the elevation of tailings dam surface according to claim 1, characterized in that: The vibration isolation wall (8) includes a deep mud mixing pile vibration isolation wall, and the construction method of the deep mud mixing pile vibration isolation wall includes: The mud is injected into the tailings soil within the specified depth range using a mixing device, and the mud and tailings soil are vigorously mixed to form mud mixing piles (15). Multiple rows of overlapping or tangential mud-mixing piles (15) are constructed to form a deep mud-mixing pile vibration isolation wall, which is parallel to the tailings dam (7).

5. The construction method for reducing the elevation of tailings dam surface according to claim 1, characterized in that: The vibration isolation wall (8) includes a deep mud mixing pile vibration isolation wall, or a mud vibration isolation wall, or a mud-straw vibration isolation wall, or a water-air bag vibration isolation wall. The vibration isolation wall (8) is selected according to the following method: The test determines whether the mud slurry vibration isolation wall, mud-straw vibration isolation wall, or water-air bag vibration isolation wall meets the vibration isolation requirements. If not, the deep mud mixing pile vibration isolation wall is selected. If so, the mud slurry vibration isolation wall, mud-straw vibration isolation wall, or water-air bag vibration isolation wall is selected. Determine whether there are mud resources within a certain range of the adjacent tailings dam. If so, use mud vibration isolation walls. If not, determine whether it is currently the harvest season. If so, use mud-straw vibration isolation walls. Otherwise, use water-air bag vibration isolation walls.

6. The construction method for reducing the elevation of a tailings dam surface according to any one of claims 1 to 5, characterized in that: The method for determining the number of layers of vibration damping pads (5) and compaction parameters for each zone by using a vibration-damping rammer for zoned test compaction includes: If the initial number of layers of the damping pad (5) of the damping hammer is n, then the damping hammer is used to gradually increase the tamping energy in the test area (9) of a certain partition for test tamping. The single tamping energy = k × 500 kN·m (k = 1, 2, 3, ..., p), where p is determined according to the maximum lifting height of the damping hammer. If k=j (j≤p), the vibration index ∈[(1-σ)×permissible control value, (1+σ)×permissible control value], then the number of layers of the vibration damping pad (5) used in this zone is n layers, and the single-click impact energy is (j-1)×500 kN・m, where σ is the preset deviation; If when k=p, the vibration index is <(1-σ)×allowable control value, then test compaction is carried out by gradually reducing the vibration damping pads (5) with the single-click impact energy = p×500kN·m. If the number of layers of the vibration damping pad (5) is f (f≤n), and the vibration index ∈ [(1-σ)×allowable control value, (1+σ)×allowable control value], then the number of layers of the vibration damping pad (5) used in this zone is f+1 layers, and the single-click impact energy is p×500kN・m. If the number of layers of the vibration damping pad (5) is 0, the vibration index is < (1-σ)×allowable control value, then the vibration damping pad (5) is not required in this zone, and the single impact energy is p×500kN・m.

7. The construction method for reducing the elevation of a tailings dam surface according to any one of claims 1 to 5, characterized in that: Methods for zoned dynamic compaction using vibration-damping hammers include: Each zone is divided into multiple groups of dynamic compaction points, with a spacing between each dynamic compaction point. Each dynamic compaction point in each group is evenly distributed in the zone. Each group of dynamic compaction points is compacted sequentially, with a compaction interval of q days between each group of dynamic compaction points. Level the site and compact the zone with a low tamping energy of 1000~1500 kN・m according to the pre-set full compaction point (21).

8. A system for implementing the construction method for reducing the elevation of a tailings dam surface as described in any one of claims 1 to 7, characterized in that: The device includes a vibration-damping ram, which includes a mother hammer (2). The hammering end of the mother hammer (2) is provided with repeatedly stacked vibration-damping pads (5) and rigid pads (6). The rigid pads (6) include multiple spacers and a bottom pad. The spacers are arranged between two vibration-damping pads (5). The bottom pad is arranged on the outermost side furthest from the hammering end. The vibration-damping pads (5) and the rigid pads (6) are fixedly connected to the mother hammer (2) by a connector (3).

9. The system according to claim 8, characterized in that: The vibration isolation wall (8) includes a deep mud mixing pile vibration isolation wall, or a mud vibration isolation wall, or a mud-grass vibration isolation wall, or a water-air bag vibration isolation wall.

10. The system according to claim 8, characterized in that: The system includes a monitoring system, which includes a surface displacement monitoring device, a deep displacement monitoring device (12), a vibration parameter monitoring device, a pore water pressure monitoring device, and a permeability pressure monitoring device (14). The monitoring points of the surface displacement monitoring device are arranged on the top of the soil between the vibration isolation wall (8) and the tailings dam (7) and on the top of the tailings dam (7) to monitor horizontal and vertical displacement. The deep displacement monitoring device (12) is arranged between the vibration isolation wall (8) and the tailings dam (7) near the tailings dam (7) to monitor the deep horizontal displacement; The vibration parameter monitoring device is arranged on the top of the soil near both sides of the vibration isolation wall (8), the top of the tailings dam (7), and the top of the soil near the tailings dam (7) between the vibration isolation wall (8) and the tailings dam (7) to monitor vibration parameters. The pore water pressure monitoring device is arranged in the soil near both sides of the vibration isolation wall (8) and in the soil near the tailings dam (7) between the vibration isolation wall (8) and the tailings dam (7) to monitor the pore water pressure. The permeation pressure monitoring device (14) is arranged inside the tailings dam (7) to monitor permeation pressure.

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