CN114033483A - A construction method suitable for tailings filling process in collapse pits - Google Patents

A construction method suitable for tailings filling process in collapse pits Download PDF

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CN114033483A
CN114033483A CN202111402725.XA CN202111402725A CN114033483A CN 114033483 A CN114033483 A CN 114033483A CN 202111402725 A CN202111402725 A CN 202111402725A CN 114033483 A CN114033483 A CN 114033483A
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retaining wall
slurry
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water
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CN114033483B (en
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王邦策
李琦
骆溶
班振兴
侯大德
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Anhui Magang Mining Resources Group Gushan Mining Co ltd
Central South University
Anhui Maanshan Iron and Steel Mining Resources Group Co Ltd
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Central South University
Anhui Maanshan Iron and Steel Mining Resources Group Co Ltd
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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F15/00—Methods or devices for placing filling-up materials in underground workings
    • E21F15/005—Methods or devices for placing filling-up materials in underground workings characterised by the kind or composition of the backfilling material
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F15/00—Methods or devices for placing filling-up materials in underground workings
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F15/00—Methods or devices for placing filling-up materials in underground workings
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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
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Abstract

The invention discloses a construction method suitable for a collapse pit tailing filling process, and relates to the technical field of underground mining. The construction method suitable for the collapse pit tailing filling process specifically comprises the following operations: s1, preparing tailing filling slurry and calculating pipeline conveying parameters, wherein the filling slurry is tailing produced by mine beneficiation or solid waste of mine surface waste stone. According to the construction method suitable for the collapse pit tailing filling process, the collapse area is backfilled by tailings, and the safe stacking is realized, so that the problem of tailing stacking can be solved, the potential safety hazard in the collapse area can be eliminated, huge social benefits and economic benefits are achieved, a large amount of land is saved, and the engineering quantity and cost for geological disaster treatment in the later stage of a mine are greatly reduced.

Description

Construction method suitable for collapse pit tailing filling process
Technical Field
The invention relates to the technical field of underground mining, in particular to a construction method suitable for a collapse pit tailing filling process.
Background
The tailings are solid wastes obtained after mining enterprises extract useful components in the ores, are discharged to the ground surface, and occupy a large amount of land resources. The collapse pit is a caving area formed after the mine adopts an underground mining mode to cause surface subsidence, the damage to the surface environment is huge, a large amount of land resource damage, ecological environment damage and water resource waste are caused, and the treatment cost is high.
Disclosure of Invention
Technical problem to be solved
Aiming at the defects of the prior art, the invention provides a construction method suitable for a collapse pit tailing filling process, and solves the problems that a collapse pit is a caving area formed after a mine adopts an underground mining mode to cause surface subsidence, the damage to the surface environment is huge, a large amount of land resources are damaged, the ecological environment is damaged, water resources are wasted, and the treatment cost is high.
(II) technical scheme
In order to achieve the purpose, the invention is realized by the following technical scheme: a construction method suitable for a collapse pit tailing filling process specifically comprises the following operations:
s1, preparing tailing filling slurry and calculating pipeline conveying parameters, wherein the filling slurry is prepared from tailing produced by mine beneficiation or solid waste of mine surface waste stone, and the concrete operation is as follows:
the whole tailings are loaded into a storage bin by a loader, cement is directly conveyed to an inlet of a stirrer through a cement bin, a gate and a variable-frequency speed-regulating star-shaped feeder, a spray nozzle is arranged at the inlet of the stirrer, and proper water is sprayed according to the moisture conditions of various materials before mixing, so that the moisture content of the mixture reaches the requirement required for filling. And (3) pressurizing and conveying the stirred finished product to a goaf through a filling ore pulp regulating system by a concrete pump, wherein the whole process is a continuous working process.
Fill water may be directed from a peripherally adjacent source and downhole. The filling water can be recycled, and the designed water supply system comprises a clean water pool, a filling water pool, a water pump, an electromagnetic flowmeter, a valve and the like. The regulating valve can control the water spraying amount in unit time, and the three-way joint is installed on the pipeline for cleaning equipment to prevent slurry from adhering to wall and sprinkling. Before filling, the equipment and the pipeline are wetted by filling water to prevent slurry from sticking to the wall, and after filling, the filling equipment and the filling pipeline are cleaned by clear water to prevent pipe blockage and corrosion of alkaline water to the equipment when filling is started. The water used in the filling mortar is completely pumped from the reservoir by a water pump. The guide pipe drainage water and cleaning water when starting up and stopping in production can utilize reservoir water reconstructed in mining areas as a water source. Because adopt full tailings or hierarchical cemented filling, lead to the pit to gush water mud content and increase, need set up the sedimentation tank, can make full use of idle tunnel.
Since many influence factors exist and many influence factors (such as roughness of a conveying pipeline and the like) are difficult to quantitatively calculate, for the sake of safety, different formulas are adopted for calculation respectively in the research, and then the maximum value is taken as the resistance loss (hydraulic gradient) value of the filling slurry conveying.
A. The formula for calculating the resistance loss of the heterogeneous mortar is as follows:
Figure BDA0003371618890000021
in the formula: gamma raymTailings density, 2.79t/m3；
v is the working flow rate, 1.64 m/s;
i0the hydraulic gradient of the clear water is calculated according to the following formula
Figure BDA0003371618890000022
Lambda-clear water friction resistance coefficient, calculated as
Figure BDA0003371618890000023
K3-the pipeline laying coefficient is taken as 1.1;
K4-the pipe connection quality factor is taken to be 1.15;
Cv-volume concentration, calculated according to the following formula:
Figure BDA0003371618890000031
γjfull-tail mortar density of 1.79t/m3；
γ0Density of water, t/m3；
Cx-coefficient of sedimentation resistance, calculated according to the following formula:
Figure BDA0003371618890000032
in the formula: dcpAverage particle size of fillers, cm, dcp＝0.127mm；
Omega-mean settling velocity of the particles, cm/s,
ω＝123.04dcp 1.1(γm-1)0.7＝0.74cm/s。
calculated to obtain Cx＝28.6；im＝0.1187mH2O/m＝1187Pa/m。
B. For homogeneous mortars, the slurry resistance loss can be calculated according to the diffusion theory:
im＝i0γj/γ (6)
substituting the relevant parameters into the above formula to obtain im＝0.0748mH2O/m＝748Pa/m。
In conclusion, the final hydraulic gradient of the mortar takes the maximum value.
C. Pipeline local resistance calculation
The local resistance of the pipeline mainly refers to installation resistance, pipeline elbow resistance and resistance generated by sudden enlargement or reduction of the pipeline. The resistance of the curve is estimated according to 8% of the loss of the pipeline along the way, and the local resistance of all the pipelines along the way is obtained, namely:
ioffice＝8％i (7)
D. Pipeline total resistance calculation
The total resistance of the pipeline is calculated by the following formula:
H＝Hz+HJ+HG (8)
in the formula: h, total conveying resistance of the filling slurry, namely working resistance of a conveying pump body, namely MPa;
HZ-the total resistance of the horizontal straight pipe section, MPa, of the filling slip delivery;
HJ-local resistance to the transport of the filling slip, MPa;
HG-the magnitude of the resistance loss or drag reduction caused by elevation difference during filling slurry transportation, MPa;
s2, using the collapse region range detection and analysis method, specifically operating as follows:
forming a three-dimensional visual digital model of a mining area according to a mining exploration line profile and a surface topography, forming an initial stress balance state according to the ground stress, simulating mining ore bodies section by section and caving overlying rocks to form a collapse pit according to a mining planning sequence, carrying out comparative analysis on the collapse pit and the mining situation, disclosing a mining covering layer and an overlying rock motion rule and a dynamic development process in a moving range by adopting a method of organically integrating numerical simulation analysis and mining planning, carrying out comparative analysis on a collapse area plane range obtained by simulation and a result obtained by surface aerial photography, and finally determining the collapse area range to be treated;
s3, planning the filling zones in the well: and the whole filling sequence of the underground goaf is carried out from the lower middle section to the upper middle section, and in order to avoid large-area collapse caused by goaf instability, the goaf of the lower middle section is completely filled with the roof and then is turned to the upper middle section for filling. Until the end of all filling, the specific operations are as follows:
according to the filling characteristics and the filling time sequence, the acting force of the formed filling body on the filling retaining wall is considered to be gradually reduced along with the gradual dehydration, sedimentation, condensation and hardening of the filling slurry, the acting force of the filling retaining wall by the filling slurry which is not condensed and hardened is the largest when the filling retaining wall is just filled into a stope goaf, therefore, the stress condition of the filling retaining wall when the filling slurry just enters the goaf is only analyzed, and the specific stress condition of the filling retaining wall at the moment is divided into two types:
A. the height of the surface of the filling slurry is lower than or equal to that of the filling retaining wall
The filling retaining wall is mostly rectangular in shape, the height is represented by H, the width is represented by W, and the volume weight gamma of filling slurry isLiquid for treating urinary tract infectionVolume weight after dehydration gammaThreshing deviceAnd the height of the filling slurry surface is calculated from the bottom of the filling retaining wall and is expressed by h, and the stress of the filling retaining wall is calculated according to the following formula:
Figure BDA0003371618890000051
total pressure
Figure BDA0003371618890000052
The bending moment of the filling retaining wall is as follows:
Figure BDA0003371618890000053
the maximum bending moment is:
Figure BDA0003371618890000054
maximum bending moment action point:
Figure BDA0003371618890000055
B. the height of the surface of the filling slurry is higher than that of the filling retaining wall
When the filling slurry surface is higher than the filling retaining wall, the stress condition of the filling retaining wall is calculated as follows:
q＝γliquid for treating urinary tract infection(h-H)+γLiquid for treating urinary tract infection*Z (14)
The total pressure P of the filling retaining wall is as follows:
Figure BDA0003371618890000056
the bending moment of the filling retaining wall is as follows:
Figure BDA0003371618890000057
the maximum bending moment and the action point are respectively as follows:
Figure BDA0003371618890000058
Figure BDA0003371618890000059
wherein m is 3h2-3Hh+H2
It can be seen from the above formula that when the slurry surface of the filling slurry is lower than or equal to the height of the filling retaining wall, the distribution force q acting on the filling retaining wall is in direct proportion to the first square of the filling height h, the total pressure P is in direct proportion to the square of the filling height h and the first square of the width W, and the maximum bending moment Mmax is in direct proportion to the cube of the filling height h; when the filling slurry surface is higher than the filling retaining wall, the stress magnitude P and the maximum bending moment Mmax of the filling retaining wall are increased along with the increase of the height of the filling retaining wall. Therefore, the greatest factor affecting the safety of the filled retaining wall is the filling height h. Therefore, when the filling retaining wall is arranged, the height of the arrangement position of the filling retaining wall is considered in an important way, and then the filling retaining wall is comprehensively considered to be established.
According to the theoretical analysis, when the initial filling height is larger than the height of the filled retaining wall, the retaining wall is stressed greatly and the stability of the retaining wall is not facilitated; therefore, the first fill level should not generally be higher than the wall level. Therefore, according to the type that the height of the filling slurry surface is lower than or equal to that of the filled retaining wall, the total pressure, the maximum bending moment and the action point of the retaining wall at different filling heights are calculated by the formulas (10), (12) and (13).
Calculating the safety factors of retaining walls in different forms according to the stress change condition of the retaining wall, and designing the forming of the retaining wall and the tailing filling heights in different stages;
s4, calculating the stress parameters of the underground plugging wall and designing the filling height, wherein the calculation method of the stress of the underground plugging wall is as follows: according to the filling characteristics and the filling time sequence, the acting force of the formed filling body on the filling retaining wall is gradually reduced along with the gradual dehydration, sedimentation, coagulation and hardening of the filling slurry, namely the acting force of the non-coagulated and hardened filling slurry on the filling retaining wall is the largest when the filling slurry is filled into the stope goaf, so that the stress condition of the filling retaining wall when the filling slurry just enters the goaf is only analyzed, and the specific stress condition of the filling retaining wall at the moment is divided into two types, namely the filling slurry surface height is lower than or equal to the height of the filling retaining wall, and the filling slurry surface height is higher than the height of the filling retaining wall.
(III) advantageous effects
The invention provides a construction method suitable for a collapse pit tailing filling process. The method has the following beneficial effects:
according to the construction method suitable for the collapse pit tailing filling process, the collapse area is backfilled by tailings, and the safe stacking is realized, so that the problem of tailing stacking can be solved, the potential safety hazard in the collapse area can be eliminated, huge social benefits and economic benefits are achieved, a large amount of land is saved, and the engineering quantity and cost for geological disaster treatment in the later stage of a mine are greatly reduced.
Drawings
FIG. 1 is a schematic diagram of a design method of structural parameters of an underground plugging wall according to the invention;
FIG. 2 is a schematic view of the invention when the slurry level is higher than the retaining wall.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1-2, the present invention provides a technical solution: a construction method suitable for a collapse pit tailing filling process specifically comprises the following operations:
s1, preparing tailing filling slurry and calculating pipeline conveying parameters, wherein the filling slurry is prepared from tailing produced by mine beneficiation or solid waste of mine surface waste stone, and the concrete operation is as follows:
the whole tailings are loaded into a storage bin by a loader, cement is directly conveyed to an inlet of a stirrer through a cement bin, a gate and a variable-frequency speed-regulating star-shaped feeder, a spray nozzle is arranged at the inlet of the stirrer, and proper water is sprayed according to the moisture conditions of various materials before mixing, so that the moisture content of the mixture reaches the requirement required for filling. And (3) pressurizing and conveying the stirred finished product to a goaf through a filling ore pulp regulating system by a concrete pump, wherein the whole process is a continuous working process.
Fill water may be directed from a peripherally adjacent source and downhole. The filling water can be recycled, and the designed water supply system comprises a clean water pool, a filling water pool, a water pump, an electromagnetic flowmeter, a valve and the like. The regulating valve can control the water spraying amount in unit time, and the three-way joint is installed on the pipeline for cleaning equipment to prevent slurry from adhering to wall and sprinkling. Before filling, the equipment and the pipeline are wetted by filling water to prevent slurry from sticking to the wall, and after filling, the filling equipment and the filling pipeline are cleaned by clear water to prevent pipe blockage and corrosion of alkaline water to the equipment when filling is started. The water used in the filling mortar is completely pumped from the reservoir by a water pump. The guide pipe drainage water and cleaning water when starting up and stopping in production can utilize reservoir water reconstructed in mining areas as a water source. Because adopt full tailings or hierarchical cemented filling, lead to the pit to gush water mud content and increase, need set up the sedimentation tank, can make full use of idle tunnel.
Since many influence factors exist and many influence factors (such as roughness of a conveying pipeline and the like) are difficult to quantitatively calculate, for the sake of safety, different formulas are adopted for calculation respectively in the research, and then the maximum value is taken as the resistance loss (hydraulic gradient) value of the filling slurry conveying.
A. The formula for calculating the resistance loss of the heterogeneous mortar is as follows:
Figure BDA0003371618890000081
in the formula: gamma raymTailings density, 2.79t/m3；
v is the working flow rate, 1.64 m/s;
i0the hydraulic gradient of the clear water is calculated according to the following formula
Figure BDA0003371618890000082
Lambda-clear water friction resistance coefficient, calculated as
Figure BDA0003371618890000083
K3-the pipeline laying coefficient is taken as 1.1;
K4-the pipe connection quality factor is taken to be 1.15;
Cv-volumeThe concentration was calculated as follows:
Figure BDA0003371618890000084
γjfull-tail mortar density of 1.79t/m3；
γ0Density of water, t/m3；
Cx-coefficient of sedimentation resistance, calculated according to the following formula:
Figure BDA0003371618890000091
in the formula: dcpAverage particle size of fillers, cm, dcp＝0.127mm；
Omega-mean settling velocity of the particles, cm/s,
ω＝123.04dcp 1.1(γm-1)0.7＝0.74cm/s。
calculated to obtain Cx＝28.6；im＝0.1187mH2O/m＝1187Pa/m。
B. For homogeneous mortars, the slurry resistance loss can be calculated according to the diffusion theory:
im＝i0γj/γ (6)
substituting the relevant parameters into the above formula to obtain im＝0.0748mH2O/m＝748Pa/m。
In conclusion, the final hydraulic gradient of the mortar takes the maximum value.
C. Pipeline local resistance calculation
The local resistance of the pipeline mainly refers to installation resistance, pipeline elbow resistance and resistance generated by sudden enlargement or reduction of the pipeline. The resistance of the curve is estimated according to 8% of the loss of the pipeline along the way, and the local resistance of all the pipelines along the way is obtained, namely:
ioffice＝8％i (7)
D. Pipeline total resistance calculation
The total resistance of the pipeline is calculated by the following formula:
H＝Hz+HJ+HG (8)
in the formula: h, total conveying resistance of the filling slurry, namely working resistance of a conveying pump body, namely MPa;
HZ-the total resistance of the horizontal straight pipe section, MPa, of the filling slip delivery;
HJ-local resistance to the transport of the filling slip, MPa;
HG-the magnitude of the resistance loss or drag reduction caused by elevation difference during filling slurry transportation, MPa;
s2, using the collapse region range detection and analysis method, specifically operating as follows:
forming a three-dimensional visual digital model of a mining area according to a mining exploration line profile and a surface topography, forming an initial stress balance state according to the ground stress, simulating mining ore bodies section by section and caving overlying rocks to form a collapse pit according to a mining planning sequence, carrying out comparative analysis on the collapse pit and the mining situation, disclosing a mining covering layer and an overlying rock motion rule and a dynamic development process in a moving range by adopting a method of organically integrating numerical simulation analysis and mining planning, carrying out comparative analysis on a collapse area plane range obtained by simulation and a result obtained by surface aerial photography, and finally determining the collapse area range to be treated;
s3, planning the filling zones in the well: and the whole filling sequence of the underground goaf is carried out from the lower middle section to the upper middle section, and in order to avoid large-area collapse caused by goaf instability, the goaf of the lower middle section is completely filled with the roof and then is turned to the upper middle section for filling. Until the end of all filling, the specific operations are as follows:
according to the filling characteristics and the filling time sequence, the acting force of the formed filling body on the filling retaining wall is considered to be gradually reduced along with the gradual dehydration, sedimentation, condensation and hardening of the filling slurry, the acting force of the filling retaining wall by the filling slurry which is not condensed and hardened is the largest when the filling retaining wall is just filled into a stope goaf, therefore, the stress condition of the filling retaining wall when the filling slurry just enters the goaf is only analyzed, and the specific stress condition of the filling retaining wall at the moment is divided into two types:
A. the height of the surface of the filling slurry is lower than or equal to that of the filling retaining wall
The filling retaining wall is mostly rectangular in shape, the height is represented by H, the width is represented by W, and the volume weight gamma of filling slurry isLiquid for treating urinary tract infectionVolume weight after dehydration gammaThreshing deviceAnd the height of the filling slurry surface is calculated from the bottom of the filling retaining wall and is expressed by h, and the stress of the filling retaining wall is calculated according to the following formula:
Figure BDA0003371618890000101
total pressure
Figure BDA0003371618890000102
The bending moment of the filling retaining wall is as follows:
Figure BDA0003371618890000111
the maximum bending moment is:
Figure BDA0003371618890000112
maximum bending moment action point:
Figure BDA0003371618890000113
B. the height of the surface of the filling slurry is higher than that of the filling retaining wall
When the filling slurry surface is higher than the filling retaining wall, the stress condition of the filling retaining wall is calculated as follows:
q＝γliquid for treating urinary tract infection(h-H)+γLiquid for treating urinary tract infection*Z (14)
The total pressure P of the filling retaining wall is as follows:
Figure BDA0003371618890000114
the bending moment of the filling retaining wall is as follows:
Figure BDA0003371618890000115
the maximum bending moment and the action point are respectively as follows:
Figure BDA0003371618890000116
Figure BDA0003371618890000117
wherein m is 3h2-3Hh+H2
It can be seen from the above formula that when the slurry surface of the filling slurry is lower than or equal to the height of the filling retaining wall, the distribution force q acting on the filling retaining wall is in direct proportion to the first square of the filling height h, the total pressure P is in direct proportion to the square of the filling height h and the first square of the width W, and the maximum bending moment Mmax is in direct proportion to the cube of the filling height h; when the filling slurry surface is higher than the filling retaining wall, the stress magnitude P and the maximum bending moment Mmax of the filling retaining wall are increased along with the increase of the height of the filling retaining wall. Therefore, the greatest factor affecting the safety of the filled retaining wall is the filling height h. Therefore, when the filling retaining wall is arranged, the height of the arrangement position of the filling retaining wall is considered in an important way, and then the filling retaining wall is comprehensively considered to be established.
According to the theoretical analysis, when the initial filling height is larger than the height of the filled retaining wall, the retaining wall is stressed greatly and the stability of the retaining wall is not facilitated; therefore, the first fill level should not generally be higher than the wall level. Therefore, according to the type that the height of the filling slurry surface is lower than or equal to that of the filled retaining wall, the total pressure, the maximum bending moment and the action point of the retaining wall at different filling heights are calculated by the formulas (10), (12) and (13).
Calculating the safety factors of retaining walls in different forms according to the stress change condition of the retaining wall, and designing the forming of the retaining wall and the tailing filling heights in different stages;
s4, calculating the stress parameters of the underground plugging wall and designing the filling height, wherein the calculation method of the stress of the underground plugging wall is as follows: according to the filling characteristics and the filling time sequence, the acting force of the formed filling body on the filling retaining wall is gradually reduced along with the gradual dehydration, sedimentation, coagulation and hardening of the filling slurry, namely the acting force of the non-coagulated and hardened filling slurry on the filling retaining wall is the largest when the filling slurry is filled into the stope goaf, so that the stress condition of the filling retaining wall when the filling slurry just enters the goaf is only analyzed, and the specific stress condition of the filling retaining wall at the moment is divided into two types, namely the filling slurry surface height is lower than or equal to the height of the filling retaining wall, and the filling slurry surface height is higher than the height of the filling retaining wall.
Examples
The ore deposit of the ore industry company of the Ningshan mountain is mined underground, the ore deposit of the Ningshan mountain of the ore deposit of the ore of the Ningshan of the ore. The maximum collapse depth was measured at the surface to be 9.38 m. By 8 months of 2020, the surface of the late peace mountain section has formed a cave-in pit of approximately 50 km 3,
the tailing slurry is difficult to convey due to the fact that the whole tailing slurry of the Hemithan mountain is fine in granularity and strong in viscosity, particularly after a curing agent is added, the conveying difficulty of the tailing slurry is increased suddenly, so that the tailing slurry is low in granularity, a large amount of water is consumed, underground drainage capacity is increased, and drainage cost is increased.
Through the contrast of filling volume statistics and collapse district rising height, there may be the dead zone collapse pit overburden stratum inside, easily in the inside water drum that forms of overburden stratum, there is the risk of surging suddenly, causes great impact kinetic energy to the shutoff wall, and shutoff wall intensity needs scientific calculation mode.
According to the design method suitable for the collapse pit tailing filling process, the tailings are used for backfilling, the safe stacking is realized, the problem of tailing stacking is solved, potential safety hazards in a collapse area are eliminated, and the method has great social benefits and economic benefits.
In summary, according to the construction method suitable for the collapse pit tailing filling process, the collapse area is backfilled by the tailings, and the safe stacking is realized, so that the problem of tailing stacking can be solved, the potential safety hazard in the collapse area can be eliminated, huge social benefits and economic benefits are achieved, a large amount of land is saved, and the engineering quantity and cost for geological disaster treatment in the later stage of the mine are greatly reduced.
It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.

Claims (1)

1. A construction method suitable for a collapse pit tailing filling process is characterized by comprising the following steps: the specific operation is as follows:
s1, preparing tailing filling slurry and calculating pipeline conveying parameters, wherein the filling slurry is prepared from tailing produced by mine beneficiation or solid waste of mine surface waste stone, and the concrete operation is as follows:
the whole tailings are loaded into a storage bin by a loader, cement is directly conveyed to an inlet of a stirrer through a cement bin, a gate and a variable-frequency speed-regulating star-shaped feeder, a spray nozzle is arranged at the inlet of the stirrer, and proper water is sprayed according to the moisture conditions of various materials before mixing, so that the moisture content of the mixture reaches the requirement required for filling. And (3) pressurizing and conveying the stirred finished product to a goaf through a filling ore pulp regulating system by a concrete pump, wherein the whole process is a continuous working process.
Fill water may be directed from a peripherally adjacent source and downhole. The filling water can be recycled, and the designed water supply system comprises a clean water pool, a filling water pool, a water pump, an electromagnetic flowmeter, a valve and the like. The regulating valve can control the water spraying amount in unit time, and the three-way joint is installed on the pipeline for cleaning equipment to prevent slurry from adhering to wall and sprinkling. Before filling, the equipment and the pipeline are wetted by filling water to prevent slurry from sticking to the wall, and after filling, the filling equipment and the filling pipeline are cleaned by clear water to prevent pipe blockage and corrosion of alkaline water to the equipment when filling is started. The water used in the filling mortar is completely pumped from the reservoir by a water pump. The guide pipe drainage water and cleaning water when starting up and stopping in production can utilize reservoir water reconstructed in mining areas as a water source. Because adopt full tailings or hierarchical cemented filling, lead to the pit to gush water mud content and increase, need set up the sedimentation tank, can make full use of idle tunnel.
Since many influence factors exist and many influence factors (such as roughness of a conveying pipeline and the like) are difficult to quantitatively calculate, for the sake of safety, different formulas are adopted for calculation respectively in the research, and then the maximum value is taken as the resistance loss (hydraulic gradient) value of the filling slurry conveying.
A. The formula for calculating the resistance loss of the heterogeneous mortar is as follows:
Figure FDA0003371618880000011
in the formula: gamma raymTailings density, 2.79t/m3；
v is the working flow rate, 1.64 m/s;
i0the hydraulic gradient of the clear water is calculated according to the following formula
Figure FDA0003371618880000021
Lambda-clear water friction resistance coefficient, calculated as
Figure FDA0003371618880000022
K3-the pipeline laying coefficient is taken as 1.1;
K4-the pipe connection quality factor is taken to be 1.15;
Cv-volume concentration, calculated according to the following formula:
Figure FDA0003371618880000023
γjfull-tail mortar density of 1.79t/m3；
γ0Density of water, t/m3；
Cx-coefficient of sedimentation resistance, calculated according to the following formula:
Figure FDA0003371618880000024
in the formula: dcpAverage particle size of fillers, cm, dcp＝0.127mm；
Omega-mean settling velocity of the particles, cm/s,
ω＝123.04dcp 1.1(γm-1)0.7＝0.74cm/s。
calculated to obtain Cx＝28.6；im＝0.1187mH2O/m＝1187Pa/m。
B. For homogeneous mortars, the slurry resistance loss can be calculated according to the diffusion theory:
im＝i0γj/γ (6)
substituting the relevant parameters into the above formula to obtain im＝0.0748mH2O/m＝748Pa/m。
In conclusion, the final hydraulic gradient of the mortar takes the maximum value.
C. Pipeline local resistance calculation
The local resistance of the pipeline mainly refers to installation resistance, pipeline elbow resistance and resistance generated by sudden enlargement or reduction of the pipeline. The resistance of the curve is estimated according to 8% of the loss of the pipeline along the way, and the local resistance of all the pipelines along the way is obtained, namely:
ioffice＝8％i (7)
D. Pipeline total resistance calculation
The total resistance of the pipeline is calculated by the following formula:
H＝Hz+HJ+HG (8)
in the formula: h, total conveying resistance of the filling slurry, namely working resistance of a conveying pump body, namely MPa;
HZ-the total resistance of the horizontal straight pipe section, MPa, of the filling slip delivery;
HJ-local resistance to the transport of the filling slip, MPa;
HG-the magnitude of the resistance loss or drag reduction caused by elevation difference during filling slurry transportation, MPa;
s2, using the collapse region range detection and analysis method, specifically operating as follows:
forming a three-dimensional visual digital model of a mining area according to a mining exploration line profile and a surface topography, forming an initial stress balance state according to the ground stress, simulating mining ore bodies section by section and caving overlying rocks to form a collapse pit according to a mining planning sequence, carrying out comparative analysis on the collapse pit and the mining situation, disclosing a mining covering layer and an overlying rock motion rule and a dynamic development process in a moving range by adopting a method of organically integrating numerical simulation analysis and mining planning, carrying out comparative analysis on a collapse area plane range obtained by simulation and a result obtained by surface aerial photography, and finally determining the collapse area range to be treated;
s3, planning the filling zones in the well: and the whole filling sequence of the underground goaf is carried out from the lower middle section to the upper middle section, and in order to avoid large-area collapse caused by goaf instability, the goaf of the lower middle section is completely filled with the roof and then is turned to the upper middle section for filling. Until the end of all filling, the specific operations are as follows:
according to the filling characteristics and the filling time sequence, the acting force of the formed filling body on the filling retaining wall is considered to be gradually reduced along with the gradual dehydration, sedimentation, condensation and hardening of the filling slurry, the acting force of the filling retaining wall by the filling slurry which is not condensed and hardened is the largest when the filling retaining wall is just filled into a stope goaf, therefore, the stress condition of the filling retaining wall when the filling slurry just enters the goaf is only analyzed, and the specific stress condition of the filling retaining wall at the moment is divided into two types:
A. the height of the surface of the filling slurry is lower than or equal to that of the filling retaining wall
The filling retaining wall is mostly rectangular in shape, the height is represented by H, the width is represented by W, and the volume weight gamma of filling slurry isLiquid for treating urinary tract infectionVolume weight after dehydration gammaThreshing deviceAnd the height of the filling slurry surface is calculated from the bottom of the filling retaining wall and is expressed by h, and the stress of the filling retaining wall is calculated according to the following formula:
Figure FDA0003371618880000041
total pressure
Figure FDA0003371618880000042
The bending moment of the filling retaining wall is as follows:
Figure FDA0003371618880000043
the maximum bending moment is:
Figure FDA0003371618880000044
maximum bending moment action point:
Figure FDA0003371618880000045
B. the height of the surface of the filling slurry is higher than that of the filling retaining wall
When the filling slurry surface is higher than the filling retaining wall, the stress condition of the filling retaining wall is calculated as follows:
q＝γliquid for treating urinary tract infection(h-H)+γLiquid for treating urinary tract infection*Z (14)
The total pressure P of the filling retaining wall is as follows:
Figure FDA0003371618880000051
the bending moment of the filling retaining wall is as follows:
Figure FDA0003371618880000052
the maximum bending moment and the action point are respectively as follows:
Figure FDA0003371618880000053
Figure FDA0003371618880000054
wherein m is 3h2-3Hh+H2
It can be seen from the above formula that when the slurry surface of the filling slurry is lower than or equal to the height of the filling retaining wall, the distribution force q acting on the filling retaining wall is in direct proportion to the first square of the filling height h, the total pressure P is in direct proportion to the square of the filling height h and the first square of the width W, and the maximum bending moment Mmax is in direct proportion to the cube of the filling height h; when the filling slurry surface is higher than the filling retaining wall, the stress magnitude P and the maximum bending moment Mmax of the filling retaining wall are increased along with the increase of the height of the filling retaining wall. Therefore, the greatest factor affecting the safety of the filled retaining wall is the filling height h. Therefore, when the filling retaining wall is arranged, the height of the arrangement position of the filling retaining wall is considered in an important way, and then the filling retaining wall is comprehensively considered to be established.
According to the theoretical analysis, when the initial filling height is larger than the height of the filled retaining wall, the retaining wall is stressed greatly and the stability of the retaining wall is not facilitated; therefore, the first fill level should not generally be higher than the wall level. Therefore, according to the type that the height of the filling slurry surface is lower than or equal to that of the filled retaining wall, the total pressure, the maximum bending moment and the action point of the retaining wall at different filling heights are calculated by the formulas (10), (12) and (13).
Calculating the safety factors of retaining walls in different forms according to the stress change condition of the retaining wall, and designing the forming of the retaining wall and the tailing filling heights in different stages;
s4, calculating the stress parameters of the underground plugging wall and designing the filling height, wherein the calculation method of the stress of the underground plugging wall is as follows: according to the filling characteristics and the filling time sequence, the acting force of the formed filling body on the filling retaining wall is gradually reduced along with the gradual dehydration, sedimentation, coagulation and hardening of the filling slurry, namely the acting force of the non-coagulated and hardened filling slurry on the filling retaining wall is the largest when the filling slurry is filled into the stope goaf, so that the stress condition of the filling retaining wall when the filling slurry just enters the goaf is only analyzed, and the specific stress condition of the filling retaining wall at the moment is divided into two types, namely the filling slurry surface height is lower than or equal to the height of the filling retaining wall, and the filling slurry surface height is higher than the height of the filling retaining wall.
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