CN114033483B - Construction method suitable for collapse pit tailing filling process - Google Patents
Construction method suitable for collapse pit tailing filling process Download PDFInfo
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- CN114033483B CN114033483B CN202111402725.XA CN202111402725A CN114033483B CN 114033483 B CN114033483 B CN 114033483B CN 202111402725 A CN202111402725 A CN 202111402725A CN 114033483 B CN114033483 B CN 114033483B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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 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
- E21F15/02—Supporting means, e.g. shuttering, for filling-up materials
- E21F15/04—Stowing mats; Goaf wire netting; Partition walls
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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
- E21F17/18—Special adaptations of signalling or alarm devices
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/27—Design optimisation, verification or simulation using machine learning, e.g. artificial intelligence, neural networks, support vector machines [SVM] or training a model
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06Q—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES; SYSTEMS OR METHODS SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES, NOT OTHERWISE PROVIDED FOR
- G06Q50/00—Systems or methods specially adapted for specific business sectors, e.g. utilities or tourism
- G06Q50/02—Agriculture; Fishing; Mining
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W30/00—Technologies for solid waste management
- Y02W30/50—Reuse, recycling or recovery technologies
- Y02W30/91—Use of waste materials as fillers for mortars or concrete
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 comprises the following specific operations: s1, preparing tailing filling slurry and calculating pipeline conveying parameters, wherein the filling slurry material is tailings produced by mine beneficiation or solid waste of mine surface waste rocks. The construction method suitable for the collapse pit tailing filling process can solve the problem of tailing stacking by backfilling the collapse area with tailings and realizing safe form stacking, can eliminate potential safety hazards existing in the collapse area, has huge social benefit and economic benefit, saves a large amount of land, and greatly reduces the engineering quantity and cost of mine end-stage geological disaster management.
Description
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
Tailings are solid waste after extracting useful components in ores by mining enterprises, are discharged to the ground surface, and occupy a large amount of land resources. The collapse pit is a caving area formed after the ground surface subsidence is caused by adopting an underground mining mode in the mine, so that the damage to the ground 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
(one) solving the technical problems
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 the collapse pit is a caving area formed after the subsidence of the earth surface caused by adopting an underground mining mode in a mine, the earth surface environment is destroyed greatly, a large amount of land resources are destroyed, the ecological environment is destroyed, water resources are wasted and the treatment cost is high.
(II) technical scheme
In order to achieve the above purpose, the invention is realized by the following technical scheme: the construction method suitable for the collapse pit tailing filling process comprises the following specific operations:
s1, preparing tailing filling slurry and calculating pipeline conveying parameters, wherein the filling slurry material is tailing produced by mine beneficiation or solid waste of mine surface waste rocks, and the concrete operation is as follows:
the full tailing is loaded into a bin by a loader, cement is directly sent to the inlet of a mixer through a cement bin, a gate and a variable-frequency speed-regulating star feeder, a spray head is arranged at the inlet of the mixer, and a proper amount of water is sprayed according to the water content of various materials before mixing, so that the water content of the mixture reaches the requirement of filling. The stirred finished product is pressurized and pumped to a goaf through a filling ore pulp regulating system by a concrete pump, and the whole process is a continuous working process.
The fill water may be directed from a peripheral adjacent water source and downhole drainage. The filling water can be recycled, and the designed water supply system consists of 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 pipeline is provided with a three-way connector, so that the device can be used for cleaning equipment to prevent slurry from adhering to walls and sprinkling on sites. Before the filling operation is started, the equipment and the pipeline are wetted by filling water, so as to prevent slurry from sticking to the wall, and after the filling operation is finished, the filling equipment and the filling pipeline are cleaned by clean water, so that the pipe blockage and the corrosion of alkaline water to the equipment are prevented when the filling operation is started. The water used in filling the mortar is pumped entirely from the reservoir by a water pump. The guide pipe is used for guiding water and cleaning water when the machine is started and stopped in production, and the water source can utilize reservoir water reconstructed from mining areas. Due to the adoption of full tailings or graded cemented filling, the cement content of the water gushing of the pit is increased, a sedimentation tank is required to be arranged, and idle roadways can be fully utilized.
Because of the numerous influencing factors, and because many influencing factors (such as the roughness of a conveying pipeline and the like) are difficult to quantitatively calculate, for the sake of stability, the research adopts different formulas to calculate respectively, and then takes the maximum value as the resistance loss (hydraulic gradient) value of the conveying of the filling slurry.
A. The formula for calculating the heterogeneous mortar resistance loss is as follows:
wherein: gamma ray m Density of tailings 2.79t/m 3 ；
v-working flow rate, 1.64m/s;
i 0 fresh water hydraulic gradient calculated according to the following formula
Lambda-coefficient of friction of clean water calculated as follows
K 3 -pipeline laying coefficients, 1.1;
K 4 -pipeline connection quality coefficient, 1.15;
C v -volume concentration, calculated as:
γ j full tailing slurry density, 1.79t/m 3 ；
γ 0 Density of water, t/m 3 ；
C x -sedimentation resistance coefficient, calculated according to the following formula:
wherein: d, d cp Filler average particle size, cm, d cp ＝0.127mm；
Omega-average sedimentation velocity of particles, cm/s,
ω＝123.04d cp 1.1 (γ m -1) 0.7 ＝0.74cm/s。
calculated C x ＝28.6；i m ＝0.1187mH 2 O/m＝1187Pa/m。
B. For homogeneous mortars, the slurry drag loss can be calculated according to diffusion theory:
i m ＝i 0 γ j /γ (6)
bringing the relevant parameters into the above to obtain i m ＝0.0748mH 2 O/m＝748Pa/m。
In conclusion, the hydraulic gradient of the final mortar is maximized.
C. Pipeline local resistance calculation
The local resistance of the pipeline mainly refers to the installation resistance, the resistance of the elbow of the pipeline and the resistance generated by the abrupt increase or decrease of the pipeline. Estimating the curve resistance according to 8% of pipeline along-path loss to obtain the local resistance of all pipeline along-path, namely:
i office (bureau) ＝8％i (7)
D. Pipeline total resistance calculation
The total resistance of the pipe is calculated using the following formula:
H＝H z +H J +H G (8)
wherein: h is the total resistance of the filling slurry transportation, namely the working resistance of a transportation pump body and MPa;
H Z -total resistance of the horizontal straight pipe section for the slurry transfer, MPa;
H J -local resistance to slurry transport, MPa;
H G -resistance loss or drag reduction caused by elevation difference during filling slurry transportation, MPa;
s2, using a collapse area range detection and analysis method, wherein the method specifically comprises the following steps:
forming a three-dimensional visual digital model of a mining area according to a mining exploration line section and ground surface topography, forming an initial stress balance state according to ground stress, simulating mining of a mining body section by section and caving of overlying strata according to a mining planning sequence, performing comparative analysis on the mining situation, revealing a movement rule and a dynamic development process of the overlying strata in a mining overlying strata and a moving range by adopting a method of organically integrating numerical simulation analysis and mining planning, performing comparative analysis on a planar range of the subsidence area obtained by simulation and a result obtained by ground surface aerial photography, and finally determining a subsidence area range to be treated;
s3, underground filling partition planning: the whole filling sequence of the underground goaf is carried out from the upper middle section of the lower middle section, and in order to avoid large-surface collapse caused by goaf instability, the goaf of the lower middle section is fully filled and topped, and then the goaf of the lower middle section is turned to the last middle section for filling. Until all the filling is finished, the concrete operation is as follows:
according to the characteristics of filling and the time sequence of filling, the action force of the formed filling body on the filling retaining wall is considered to be gradually reduced along with gradual dehydration, sedimentation, coagulation and hardening of the filling slurry, namely, the action force of the non-coagulated and hardened filling slurry on the filling retaining wall is the largest when the filling slurry just fills a stope mining space, so that only the stress condition of the filling retaining wall when the filling slurry just enters the goaf is analyzed, and at the moment, the concrete stress condition of the filling retaining wall is divided into two types:
A. the height of the filling slurry surface is lower than or equal to the height of the filling retaining wall
The shape of the filling retaining wall is rectangular, the height is expressed by H, the width is expressed by W, and the volume weight gamma of the filling slurry is equal to that of the filling retaining wall Liquid and its preparation method Volume weight gamma after dehydration Stripping off 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:
total pressure of
The size of the bending moment born by the filling retaining wall is as follows:
the maximum bending moment is:
maximum bending moment action point:
B. the height of the filling slurry surface is higher than that of the filling retaining wall
When the height of the filling slurry surface is higher than that of the filling retaining wall, the stress condition of the filling retaining wall is calculated as follows:
q＝γ liquid and its preparation method (h-H)+γ Liquid and its preparation method *Z (14)
The total pressure P of the filling retaining wall is as follows:
the magnitude of bending moment applied to the filling retaining wall:
the maximum bending moment and the action point are respectively as follows:
wherein m=3h 2 -3Hh+H 2
As can be seen from the above formula, when the filling slurry level is lower than or equal to the filling retaining wall height, the distribution force q acting on the filling retaining wall is proportional to the first power of the filling height h, the total pressure P is proportional to the square of the filling height h and the first power of the width W, and the maximum bending moment Mmax is proportional to the cube of the filling height h; when the filling slurry surface is higher than the filling retaining wall, the stress P of the filling retaining wall and the maximum bending moment Mmax are increased along with the increase of the height of the filling retaining wall. Therefore, the most influencing factor for the safety of the filling retaining wall is the filling height h. Therefore, the height of the setting position of the filling retaining wall should be considered when setting the filling retaining wall, and then the building of the filling retaining wall should be considered comprehensively.
According to the theoretical analysis, when the first filling height is larger than the filling retaining wall height, the retaining wall is stressed more, so that the stability of the retaining wall is not facilitated; therefore, the filling height should not be higher than the retaining wall height in the first filling. Therefore, according to the type that the height of the filling slurry surface is lower than or equal to the height of the filling retaining wall, the total pressure, the maximum bending moment and the action point of the retaining wall at different filling heights are calculated through the formula (10), the formula (12) and the formula (13).
Calculating the safety coefficients of the retaining wall in different forms according to the stress change condition of the retaining wall, and designing the forming of the retaining wall and the filling heights of tailings in different stages;
s4, calculating a stress parameter of the underground plugging wall and designing a filling height, wherein the calculating method of the stress of the underground plugging wall comprises the following steps: according to the characteristic of filling and the time sequence of filling, the acting force of the formed filling body on the filling retaining wall is considered to be gradually reduced along with gradual dehydration, sedimentation, condensation and hardening of the filling slurry, namely the acting force of the non-condensation hardened filling slurry on the filling retaining wall is maximum when the filling slurry just fills a stope goaf, so that only the stress condition of the filling retaining wall when the filling slurry just enters the goaf is analyzed, and the concrete stress condition of the filling retaining wall is divided into two types at the moment, wherein the height of the filling slurry surface is lower than or equal to that of the filling retaining wall and the height of the filling slurry surface is higher than that of the filling retaining wall.
(III) beneficial effects
The invention provides a construction method suitable for a sand filling process of a collapse pit. The beneficial effects are as follows:
the construction method suitable for the collapse pit tailing filling process can solve the problem of tailing stacking by backfilling the collapse area with tailings and realizing safe form stacking, can eliminate potential safety hazards existing in the collapse area, has huge social benefit and economic benefit, saves a large amount of land, and greatly reduces the engineering quantity and cost of mine end-stage geological disaster management.
Drawings
FIG. 1 is a schematic diagram of a method for designing structural parameters of an underground plugging wall according to the present invention;
FIG. 2 is a schematic view of the present invention when the height of the filling slurry surface is higher than that of the filling retaining wall.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Referring to fig. 1-2, the present invention provides a technical solution: the construction method suitable for the collapse pit tailing filling process comprises the following specific operations:
s1, preparing tailing filling slurry and calculating pipeline conveying parameters, wherein the filling slurry material is tailing produced by mine beneficiation or solid waste of mine surface waste rocks, and the concrete operation is as follows:
the full tailing is loaded into a bin by a loader, cement is directly sent to the inlet of a mixer through a cement bin, a gate and a variable-frequency speed-regulating star feeder, a spray head is arranged at the inlet of the mixer, and a proper amount of water is sprayed according to the water content of various materials before mixing, so that the water content of the mixture reaches the requirement of filling. The stirred finished product is pressurized and pumped to a goaf through a filling ore pulp regulating system by a concrete pump, and the whole process is a continuous working process.
The fill water may be directed from a peripheral adjacent water source and downhole drainage. The filling water can be recycled, and the designed water supply system consists of 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 pipeline is provided with a three-way connector, so that the device can be used for cleaning equipment to prevent slurry from adhering to walls and sprinkling on sites. Before the filling operation is started, the equipment and the pipeline are wetted by filling water, so as to prevent slurry from sticking to the wall, and after the filling operation is finished, the filling equipment and the filling pipeline are cleaned by clean water, so that the pipe blockage and the corrosion of alkaline water to the equipment are prevented when the filling operation is started. The water used in filling the mortar is pumped entirely from the reservoir by a water pump. The guide pipe is used for guiding water and cleaning water when the machine is started and stopped in production, and the water source can utilize reservoir water reconstructed from mining areas. Due to the adoption of full tailings or graded cemented filling, the cement content of the water gushing of the pit is increased, a sedimentation tank is required to be arranged, and idle roadways can be fully utilized.
Because of the numerous influencing factors, and because many influencing factors (such as the roughness of a conveying pipeline and the like) are difficult to quantitatively calculate, for the sake of stability, the research adopts different formulas to calculate respectively, and then takes the maximum value as the resistance loss (hydraulic gradient) value of the conveying of the filling slurry.
A. The formula for calculating the heterogeneous mortar resistance loss is as follows:
wherein: gamma ray m Density of tailings 2.79t/m 3 ；
v-working flow rate, 1.64m/s;
i 0 fresh water hydraulic gradient calculated according to the following formula
Lambda-coefficient of friction of clean water calculated as follows
K 3 -pipeline laying coefficients, 1.1;
K 4 -pipeline connection quality coefficient, 1.15;
C v -volume concentration, calculated as:
γ j full tailing slurry density, 1.79t/m 3 ；
γ 0 Density of water, t/m 3 ；
C x -sedimentation resistance coefficient, calculated according to the following formula:
wherein: d, d cp Filler average particle size, cm, d cp ＝0.127mm；
Omega-average sedimentation velocity of particles, cm/s,
ω＝123.04d cp 1.1 (γ m -1) 0.7 ＝0.74cm/s。
calculated C x ＝28.6；i m ＝0.1187mH 2 O/m＝1187Pa/m。
B. For homogeneous mortars, the slurry drag loss can be calculated according to diffusion theory:
i m ＝i 0 γ j /γ (6)
bringing the relevant parameters into the above to obtain i m ＝0.0748mH 2 O/m＝748Pa/m。
In conclusion, the hydraulic gradient of the final mortar is maximized.
C. Pipeline local resistance calculation
The local resistance of the pipeline mainly refers to the installation resistance, the resistance of the elbow of the pipeline and the resistance generated by the abrupt increase or decrease of the pipeline. Estimating the curve resistance according to 8% of pipeline along-path loss to obtain the local resistance of all pipeline along-path, namely:
i office (bureau) ＝8％i (7)
D. Pipeline total resistance calculation
The total resistance of the pipe is calculated using the following formula:
H＝H z +H J +H G (8)
wherein: h is the total resistance of the filling slurry transportation, namely the working resistance of a transportation pump body and MPa;
H Z -total resistance of the horizontal straight pipe section for the slurry transfer, MPa;
H J -local resistance to slurry transport, MPa;
H G -resistance loss or drag reduction caused by elevation difference during filling slurry transportation, MPa;
s2, using a collapse area range detection and analysis method, wherein the method specifically comprises the following steps:
forming a three-dimensional visual digital model of a mining area according to a mining exploration line section and ground surface topography, forming an initial stress balance state according to ground stress, simulating mining of a mining body section by section and caving of overlying strata according to a mining planning sequence, performing comparative analysis on the mining situation, revealing a movement rule and a dynamic development process of the overlying strata in a mining overlying strata and a moving range by adopting a method of organically integrating numerical simulation analysis and mining planning, performing comparative analysis on a planar range of the subsidence area obtained by simulation and a result obtained by ground surface aerial photography, and finally determining a subsidence area range to be treated;
s3, underground filling partition planning: the whole filling sequence of the underground goaf is carried out from the upper middle section of the lower middle section, and in order to avoid large-surface collapse caused by goaf instability, the goaf of the lower middle section is fully filled and topped, and then the goaf of the lower middle section is turned to the last middle section for filling. Until all the filling is finished, the concrete operation is as follows:
according to the characteristics of filling and the time sequence of filling, the action force of the formed filling body on the filling retaining wall is considered to be gradually reduced along with gradual dehydration, sedimentation, coagulation and hardening of the filling slurry, namely, the action force of the non-coagulated and hardened filling slurry on the filling retaining wall is the largest when the filling slurry just fills a stope mining space, so that only the stress condition of the filling retaining wall when the filling slurry just enters the goaf is analyzed, and at the moment, the concrete stress condition of the filling retaining wall is divided into two types:
A. the height of the filling slurry surface is lower than or equal to the height of the filling retaining wall
The shape of the filling retaining wall is rectangular, the height is expressed by H, the width is expressed by W, and the volume weight gamma of the filling slurry is equal to that of the filling retaining wall Liquid and its preparation method Volume weight gamma after dehydration Stripping off 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:
total pressure of
The size of the bending moment born by the filling retaining wall is as follows:
the maximum bending moment is:
maximum bending moment action point:
B. the height of the filling slurry surface is higher than that of the filling retaining wall
When the height of the filling slurry surface is higher than that of the filling retaining wall, the stress condition of the filling retaining wall is calculated as follows:
q＝γ liquid and its preparation method (h-H)+γ Liquid and its preparation method *Z (14)
The total pressure P of the filling retaining wall is as follows:
the magnitude of bending moment applied to the filling retaining wall:
the maximum bending moment and the action point are respectively as follows:
wherein m=3h 2 -3Hh+H 2
As can be seen from the above formula, when the filling slurry level is lower than or equal to the filling retaining wall height, the distribution force q acting on the filling retaining wall is proportional to the first power of the filling height h, the total pressure P is proportional to the square of the filling height h and the first power of the width W, and the maximum bending moment Mmax is proportional to the cube of the filling height h; when the filling slurry surface is higher than the filling retaining wall, the stress P of the filling retaining wall and the maximum bending moment Mmax are increased along with the increase of the height of the filling retaining wall. Therefore, the most influencing factor for the safety of the filling retaining wall is the filling height h. Therefore, the height of the setting position of the filling retaining wall should be considered when setting the filling retaining wall, and then the building of the filling retaining wall should be considered comprehensively.
According to the theoretical analysis, when the first filling height is larger than the filling retaining wall height, the retaining wall is stressed more, so that the stability of the retaining wall is not facilitated; therefore, the filling height should not be higher than the retaining wall height in the first filling. Therefore, according to the type that the height of the filling slurry surface is lower than or equal to the height of the filling retaining wall, the total pressure, the maximum bending moment and the action point of the retaining wall at different filling heights are calculated through the formula (10), the formula (12) and the formula (13).
Calculating the safety coefficients of the retaining wall in different forms according to the stress change condition of the retaining wall, and designing the forming of the retaining wall and the filling heights of tailings in different stages;
s4, calculating a stress parameter of the underground plugging wall and designing a filling height, wherein the calculating method of the stress of the underground plugging wall comprises the following steps: according to the characteristic of filling and the time sequence of filling, the acting force of the formed filling body on the filling retaining wall is considered to be gradually reduced along with gradual dehydration, sedimentation, condensation and hardening of the filling slurry, namely the acting force of the non-condensation hardened filling slurry on the filling retaining wall is maximum when the filling slurry just fills a stope goaf, so that only the stress condition of the filling retaining wall when the filling slurry just enters the goaf is analyzed, and the concrete stress condition of the filling retaining wall is divided into two types at the moment, wherein the height of the filling slurry surface is lower than or equal to that of the filling retaining wall and the height of the filling slurry surface is higher than that of the filling retaining wall.
Examples
Underground mining is adopted by Gushan mining company and peaceful mountain iron ore, mining of peaceful mountain iron ore beds is divided into two ore sections of a back guanyin mountain and a back peaceful mountain, mining of the back peaceful mountain ore sections is adopted by induced caving and sublevel caving without a bottom column, and subsidence and cracks appear on the earth surface. The surface measures a maximum collapse depth of up to 9.38m. By 8 months in 2020, a subsidence area pit of about 50 ten thousand m3 is formed on the surface of the peaceful mountain mine section,
because the peaceful mountain full tailing pulp has fine granularity and strong viscosity, the tailing pulp is difficult to convey, and especially after the curing agent is added, the tailing pulp is difficult to convey, so that the tailing pulp granularity is low, a large amount of water is consumed, the underground drainage amount is increased, and the drainage cost is increased.
Through the statistics of filling amount and the height contrast that rises in subsidence district, collapse pit overburden formation inside probably has the dead zone, easily forms the water drum in the overburden inside, has suddenly gushes out the risk, causes great impact kinetic energy to the shutoff wall, and the shutoff wall intensity needs scientific calculation mode.
The design method is suitable for the tailing filling process of the collapse pit, backfills the tailings, realizes safe form stacking, solves the problem of tailing stacking, eliminates potential safety hazards in a collapse area, and has huge social and economic benefits.
In summary, the construction method suitable for the collapse pit tailing filling process can solve the problem of tailing stacking, eliminate potential safety hazards in the collapse area, have great social and economic benefits, save a large amount of land, and greatly reduce the engineering amount and cost of mine end-stage geological disaster management by backfilling the collapse area with tailings and realizing safe form stacking.
It is noted that relational terms such as first and second, and the like are 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. Moreover, 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 understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made therein 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 of: the specific operation is as follows:
s1, preparing tailing filling slurry and calculating pipeline conveying parameters, wherein the filling slurry material is tailing produced by mine beneficiation or solid waste of mine surface waste rocks, and the concrete operation is as follows:
filling the whole tailings into a bin by using a loader, directly conveying cement to an inlet of a stirrer by using a cement bin, a gate and a variable-frequency speed-regulating star feeder, spraying a proper amount of water according to the water content of various materials before mixing at the inlet of the stirrer, so that the water content of the mixture meets the requirement of filling, pressurizing a stirred finished product to a goaf by using a filling ore pulp regulating system by using a concrete pump, and continuously working;
the water supply system is composed of a clean water pool, a water filling pool, a water pump, an electromagnetic flowmeter and a valve, the water spraying amount in unit time can be controlled by the valve, a three-way joint is arranged on a pipeline, the cleaning purpose of equipment is to prevent slurry from adhering to walls and sprinkling on a site, the equipment and the pipeline are wetted by the water filling before the filling work starts, the slurry is prevented from adhering to walls, the filling equipment and a filling pipeline are required to be cleaned by clean water after the filling is finished, the equipment is prevented from being corroded by blocking pipes and alkaline water when the filling is started, all water used in filling mortar is extracted from a reservoir by the water pump, the water is led by a guide pipe and cleaning water when the production is started and stopped, the water source can utilize reservoir water reconstructed in a mining area, the slurry amount of a pit is increased due to the adoption of full tailing or graded cementing filling, and a sedimentation tank is required to be arranged, and idle tunnels can be fully utilized;
respectively calculating by adopting different formulas, and taking the maximum value as a resistance loss (hydraulic gradient) value of filling slurry conveying;
A. the formula for calculating the heterogeneous mortar resistance loss is as follows:
wherein: gamma ray m Density of tailings 2.79t/m 3 ；
v-working flow rate, 1.64m/s;
i 0 fresh water hydraulic gradient calculated according to the following formula
Lambda-coefficient of friction of clean water calculated as follows
K 3 -pipeline laying coefficients, 1.1;
K 4 -pipeline connection quality coefficient, 1.15;
C v -volume concentration, calculated as:
γ j full tailing slurry density, 1.79t/m 3 ；
γ 0 Of waterDensity, t/m 3 ；
C x -sedimentation resistance coefficient, calculated according to the following formula:
wherein: d, d cp Filler average particle size, cm, d cp ＝0.127mm；
Omega-average sedimentation velocity of particles, cm/s,
ω＝123.04d cp 1.1 (γ m -1) 0.7 ＝0.74cm/s，
calculated C x ＝28.6；i m ＝0.1187mH 2 O/m＝1187Pa/m；
B. For homogeneous mortars, the slurry drag loss can be calculated according to diffusion theory:
i m ＝i 0 γ j /γ (6)
bringing the relevant parameters into the above to obtain i m ＝0.0748mH 2 O/m＝748Pa/m，
In conclusion, the hydraulic gradient of the final mortar is maximized;
C. pipeline local resistance calculation
For the local resistance of the pipeline, namely the installation resistance, the resistance of the pipeline elbow and the resistance generated by suddenly increasing or decreasing the pipeline, estimating the curve resistance according to 8% of pipeline path loss to obtain the local resistance of all pipeline paths, namely:
i office (bureau) ＝8％i (7)
D. Pipeline total resistance calculation
The total resistance of the pipe is calculated using the following formula:
H＝H z +H J +H G (8)
wherein: h is the total resistance of the filling slurry transportation, namely the working resistance of a transportation pump body and MPa;
H Z -total resistance of the horizontal straight pipe section for the slurry transfer, MPa;
H J -local resistance to slurry transport, MPa;
H G -resistance loss or drag reduction caused by elevation difference during filling slurry transportation, MPa;
s2, using a collapse area range detection and analysis method, wherein the method specifically comprises the following steps:
forming a three-dimensional visual digital model of a mining area according to a mining exploration line section and ground surface topography, forming an initial stress balance state according to ground stress, simulating mining of a mining body section by section and caving of overlying strata according to a mining planning sequence, performing comparative analysis on the mining situation, revealing a movement rule and a dynamic development process of the overlying strata in a mining overlying strata and a moving range by adopting a method of organically integrating numerical simulation analysis and mining planning, performing comparative analysis on a planar range of the subsidence area obtained by simulation and a result obtained by ground surface aerial photography, and finally determining a subsidence area range to be treated;
s3, underground filling partition planning: the whole filling sequence of the underground goaf is carried out from the upper middle section of the lower middle section, in order to avoid large-surface collapse caused by goaf instability, the goaf of the lower middle section is fully filled and capped, and then the goaf is turned to the upper middle section for filling until the full filling is finished, and the concrete operation is as follows:
according to the characteristics of filling and the time sequence of filling, along with gradual dehydration, sedimentation and coagulation hardening of filling slurry, the acting force of a formed filling body on a filling retaining wall is gradually reduced, and the acting force of non-coagulated hardening filling slurry on the filling retaining wall is maximum when the filling slurry just enters a stope mining area, so that only the stress condition of the filling retaining wall when the filling slurry just enters the goaf is analyzed, and at the moment, the concrete stress condition of the filling retaining wall is divided into two types:
A. the height of the filling slurry surface is lower than or equal to the height of the filling retaining wall
The shape of the filling retaining wall is rectangular, the height is expressed by H, the width is expressed by W, and the volume weight gamma of the filling slurry Liquid and its preparation method Volume weight gamma after dehydration Stripping off 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:
total pressure of
The size of the bending moment born by the filling retaining wall is as follows:
the maximum bending moment is:
maximum bending moment action point:
B. the height of the filling slurry surface is higher than that of the filling retaining wall
When the height of the filling slurry surface is higher than that of the filling retaining wall, the stress condition of the filling retaining wall is calculated as follows:
q＝γ liquid and its preparation method (h-H)+γ Liquid and its preparation method *Z (14)
The total pressure P of the filling retaining wall is as follows:
the magnitude of bending moment applied to the filling retaining wall:
the maximum bending moment and the action point are respectively as follows:
wherein m=3h 2 -3Hh+H 2
As can be seen from the above formula, when the filling slurry level is lower than or equal to the filling retaining wall height, the distribution force q acting on the filling retaining wall is proportional to the first power of the filling height h, the total pressure P is proportional to the square of the filling height h and the first power of the width W, and the maximum bending moment Mmax is proportional to the cube of the filling height h; when the surface of the filling slurry is higher than the filling retaining wall, the stress P of the filling retaining wall and the maximum bending moment Mmax are increased along with the increase of the height of the filling retaining wall, so that the greatest influencing factor of whether the filling retaining wall is safe or not is the filling height h, the height of the setting position of the filling retaining wall is considered to be important when the filling retaining wall is arranged, and then the filling retaining wall is built by comprehensively considering;
according to the theoretical analysis, when the first filling height is larger than the filling retaining wall height during the first filling, the retaining wall is stressed more, which is not beneficial to the stability of the retaining wall; therefore, when filling for the first time, the filling height should not be higher than the height of the retaining wall, so according to the type that the height of the filling slurry surface is lower than or equal to the height of the filling retaining wall, calculating the total pressure, the maximum bending moment and the action point of the retaining wall when different filling heights are calculated by the formula (10), the formula (12) and the formula (13);
calculating the safety coefficients of the retaining wall in different forms according to the stress change condition of the retaining wall, and designing the forming of the retaining wall and the filling heights of tailings in different stages;
s4, calculating a stress parameter of the underground plugging wall and designing a filling height, wherein the calculating method of the stress of the underground plugging wall comprises the following steps: according to the characteristic of filling and the time sequence of filling, the acting force of the formed filling body on the filling retaining wall is considered to be gradually reduced along with gradual dehydration, sedimentation, condensation and hardening of the filling slurry, namely the acting force of the non-condensation hardened filling slurry on the filling retaining wall is maximum when the filling slurry just fills a stope goaf, so that only the stress condition of the filling retaining wall when the filling slurry just enters the goaf is analyzed, and the concrete stress condition of the filling retaining wall is divided into two types at the moment, wherein the height of the filling slurry surface is lower than or equal to that of the filling retaining wall and the height of the filling slurry surface is higher than that of the filling retaining wall.
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