Water seepage treatment method for ultra-deep underground mine

Abstract

The invention relates to a water seepage treatment method for an ultra-deep underground mine. The method comprises the steps that 1, water seepage exploration and water outlet point location exploration are conducted along a main draw shaft; 2) drilling basic drain holes upwards from the top wall of the drainage roadway, wherein the basic drain holes are uniformly distributed in the radial direction based on the main draw shaft; recording the water outlet depth and the water outlet amount of each hole in the drilling process of each basic drain hole, and meanwhile, monitoring the corresponding water outlet amount reduction condition of the water outlet point of the main draw shaft; (3) secondary drain hole drilling is conducted, the water outlet depth and the water outlet amount of a secondary drain hole are recorded, and the water amount reduction condition of the basic drain hole and the water outlet point of the main draw shaft is monitored synchronously; 4) analyzing the position and direction of the water-rich zone according to the drilling record; (5) three-level water drainage hole drilling is conducted in the trend of the water-rich zone till no obvious water seepage exists in the main draw shaft; according to the scheme, the geological water directly flows into the drainage roadway at the bottom through the upward drainage holes, water flowing out of the wall of the main draw shaft is reduced, and underground safety is effectively improved.

Description

Technical Field

[0001] The invention relates to the technical field of underground mine water exploration and drainage, and in particular to a method for treating water seepage in an ultra-deep underground mine. Background Art

[0002] The uncertainties in the hydrogeological conditions of mines also increase with the expansion of mining areas. Parallel drainage is widely used in underground mine drainage projects at home and abroad. Drilling is done horizontally forward at the head or both sides of the tunnel, or drilling with a very small inclination. There are also downward drilling construction of drainage wells. Mature horizontal drilling technology and water-stopping casing fixing technology have been formed. The existing drainage and drainage structure has poor drainage effect. It often takes several years to drain the water level of the ore body to below the middle of the mining section. For large water mines, it is difficult to achieve water pressure-free mining.

[0003] With the increase in demand for mineral resources and the advancement of production technology, the mining depth of mines has been continuously improved. With the expansion of the mining scope, mine water treatment is one of the main safety issues to be solved in the process of mine construction and production. At present, the basic underground drainage structure includes drainage ditches set in various functional tunnels. The groundwater that seeps from the stratum into the functional tunnels flows to the drainage wells through the drainage ditches. A permanent water tank is set at the bottom of the drainage well. Part of the groundwater will penetrate into the main chute. The main chute is the main artery of mine production. Excessive water seepage will cause spraying accidents, and the main chute cannot be used, which seriously restricts mine production.

[0004] In order to speed up the drainage of groundwater and reduce water seepage inside the main chute, my country's utility model patent (authorization announcement number CN220487666U) provides an improved drainage and discharge structure for large-scale water mines. Vertical drainage holes are constructed on the roofs of chambers at different depths along the main chute, where the water seepage is relatively large. This can speed up the flow of water in the stratum to the chamber, thereby speeding up the drainage and discharge of geological water. This is only applicable to mining projects with a depth of 100 to 200 meters and water-rich strata close to the mining face. For ultra-deep mines, the main chute is 600 to 700 meters deep, and the large-scale water strata are far below the mining face. There is no drainage construction tunnel in the middle, and the geological water infiltrates throughout the entire main chute, resulting in dense water discharge and water discharge points on the main chute wall, causing serious damage to underground safety. Summary of the invention

[0005] The technical problem to be solved by the present invention is the water seepage problem in ultra-deep underground mines.

[0006] The present invention solves the above-mentioned problem by adopting the following technical solution: A method for treating water seepage in an ultra-deep underground mine is applied to a mine with a main chute water seepage exceeding 10 m3 / h. The main chute is designed to have a depth of 360 meters, an upper elevation of -218m, and a lower elevation of -578m. The drainage structure of the main chute includes a drainage tunnel arranged at the lower opening of the main chute and surrounding the outer periphery of the main chute. The drainage tunnel is provided with a drainage ditch. The lower end of the drainage ditch is connected to a central pump room. A drainage pump is arranged in the pump room. The steps of survey and construction are: The first step is to conduct geophysical exploration of the aquifer around the main well to determine the location of water-rich formations and to investigate the height and location of the water outlet points on the wall of the main well. The second step is to install a drilling rig in the drainage tunnel and drill basic drainage holes from the top wall of the drainage tunnel upwards. The basic drainage holes need to penetrate the aquifer. Based on the radial distribution of the main chute, the layout spacing is designed to be 5m; During the drilling process of each basic drainage hole, the water depth and water output of each hole are recorded, and the corresponding water output reduction of the main chute water output point is monitored; The third step is to increase the number of secondary drainage holes next to the foundation drainage holes with large water output. When drilling the secondary drainage holes, record the water output depth and water output of the secondary drainage holes, and simultaneously monitor the water reduction at the foundation drainage holes and the main chute water output points; The fourth step is to connect the coordinates of the water discharge points, basic drainage holes and secondary drainage holes with large and related water discharge, and predict the depth and direction of the water-rich zone in the formation; The fifth step is to drill the third-level drainage holes more densely along the water-rich zone, and observe the water seepage inside the main chute until there is no obvious water seepage in the main chute; In the sixth step, the drainage from the basic drainage holes, secondary drainage holes and tertiary drainage holes is collected in the central pump room through the drainage ditch and discharged to the ground through the drainage pump.

[0007] Compared with the prior art, the present invention adopting the above structure has the following beneficial effects: This scheme guides the geological water flowing to the main chute through the upward drainage holes, so that the geological water is intercepted and discharged by the surrounding drainage holes before reaching the main chute, and directly flows into the bottom drainage tunnel, reducing water outflow from the wall of the main chute and effectively improving underground safety.

[0008] As a preferred embodiment, a further technical solution of the above structure is: Preferably, the drilling rig consists of six parts: a main engine hydraulic system, a crawler walking part, a working mechanism, a frame, a pump station and a drilling tool. The basic performance parameters of the drilling rig are: the dimensions in the operating state are 3880 mm in length, 1050 mm in width and 1880 mm in height, the machine weight is 8 t, the thrust / pulling force is 220 / 260 KN, the no-load thrust speed is 0-15 m / min, the working pressure is 0 / 28 MPa, the rated torque is 8000 N.m, the rated speed is 35-360 r / min, and the rated voltage is 660 / 1140 V; the main engine hydraulic system includes eight hydraulic struts, each with a maximum pressure of 30 MPa, seven of which are used to stabilize the fuselage, and one hydraulic strut is arranged at the lower part of the propulsion mechanism to stabilize the propulsion mechanism, and the propulsion mechanism can rotate 360°; the power head slips of the drilling rig are prepared with a variety of interchangeable models, and the drilling diameters are Φ75, Φ94, Φ113 and Φ133 mm respectively.

[0009] Preferably, the drainage hole drilling method in this method is: K1: Before drilling, the eight hydraulic props must be tightly supported by the top and bottom plates of the tunnel. The protractor should be used to measure and keep the drill rig body level so that the drill rig body and propulsion mechanism can be supported by the top and bottom plates of the tunnel. When the hydraulic props support the bottom plate of the tunnel, sleepers or iron plates should be placed under them to ensure stability during drilling. K2: When drilling upward to the orifice section, use a larger drill pipe and drill bit, keep the thrust pressure within 7Mpa, 5Mpa is appropriate when opening the hole, keep the rotation speed at a medium to low speed, ensure that the orifice section of the drainage hole is straight and the hole wall is smooth, and stop the construction after 11m; K3: After removing the drill pipe and drill bit, install and fix the water-stop casing; K4: When the upward hole is drilled to 11m-30m, replace the smaller drill rod and drill bit, penetrate the water-stop casing and continue drilling. If the rock is soft, the thrust pressure is maintained at 6-8Mpa. If the rock is hard, adjust the pressure to 8-10.5Mpa and keep the speed at a medium to low speed. K5: When drilling the upward hole to 30m-60m, if the rock is soft, the thrust pressure is maintained at 6-9Mpa. If the rock is hard, the pressure is adjusted to 8-11Mpa, and the speed is appropriately increased to maintain a medium speed. K6: When the upward hole is drilled to a depth of more than 60m, if the rock is soft, the thrust pressure is maintained at 8-10Mpa; if the rock is hard, the pressure is adjusted to 9.5-11.5Mpa; If the drill bit is worn out during drilling, a new drill bit should be replaced. When the penetration rate of the new drill bit is slow, 10cm / h, adjust the driving pressure to 13Mpa, and continue drilling for 1 hour without changing the speed. If the penetration rate is still slow, restore the driving pressure to 11.5Mpa and slow down the speed until the hard rock is penetrated. During drilling, if drilling is temporarily stopped due to connecting drill rods or other reasons, the drill rod must be withdrawn 5cm before resuming drilling, and high-pressure water must be used to flush the borehole. After water returns downward from the hole mouth, rotation can be started again without providing thrust. The drill bit should rotate for 1 minute before slowly advancing upward. It is forbidden to start drilling and rotating in situ to prevent protruding stones at the bottom of the hole from jamming the drill bit and damaging the drill bit and drill rod.

[0010] Preferably, the larger drill rod drill bit uses a Φ73mm drill head slip, matched with a Φ73mm drill rod, installed with a Φ133mm drill bit, and the borehole diameter of the hole mouth section is 133mm; the smaller drill rod drill bit is a Φ63mm drill head slip, matched with a Φ63mm drill rod, and installed with a Φ75mm drill bit.

[0011] Preferably, when the drilling depth reaches more than 60m, a lifting point with a load-bearing capacity of at least 3t is constructed on the tunnel roof, and a fall chain is used to connect and tighten the top of the propulsion mechanism to the lifting point.

[0012] Preferably, the water-stop sleeve is an iron pipe with a diameter of 108 mm, a length of 1.2 m, and threads at both ends; the borehole opening section has a diameter of 128 mm, and the gap between the water-stop sleeve and the inner wall of the borehole is filled with double liquid slurry.

[0013] Preferably, the water stop casing installation process in this method is: G1: First, construct a 2t-bearing hanging point at a position 350mm away from the drill hole, tie a 2m-long hemp rope to the hanging point, and tie the other end of the hemp rope to the lower end of the water-stop casing; G2: A 1.5m high scaffold was built next to the drilling hole. Two workers stood on the scaffold to cooperate with the work. The bottom of the first waterproof casing was exposed 200mm from the hole. The exposed part was tied with hemp rope, and the hemp rope was straightened to prevent the waterproof casing from falling. G3: When installing the second waterproof casing, the propulsion mechanism of the drilling rig must be lowered to the lowest position, so that the space between the propulsion mechanism and the waterproof casing exposed at the borehole is ≥1.2m. The waterproof casing is placed vertically on the platform above the propulsion mechanism, and slowly pushed upward until the two waterproof casings are almost in contact, and then the machine is stopped; G4: Two workers use two chain wrenches, one wrench clamps the first waterproof casing, and the other wrench clamps the second waterproof casing to tighten them, loosen the hemp rope that binds the waterproof casing, move the hemp rope binding position downward to the bottom of the second waterproof casing, and then start the drilling rig to slowly push upward using the propulsion mechanism to send the second casing into the hole, with the bottom exposed 200mm from the hole opening; G5: Install nine waterproof casings in sequence. During this period, two workers are on the scaffolding to tighten the waterproof casings and adjust the hemp ropes. When the last waterproof casing is put into the borehole, 700mm of the pipe body should be reserved outside the borehole. G6: At a distance of 200mm from the top plate to the water stop sleeve exposed at the borehole opening, use jute silk to wrap and fix a grouting pipe close to the outer wall of the water stop sleeve, then slowly push the water stop sleeve upward for 400mm and stop, ensuring that the jute silk is squeezed into the borehole and densely fills the gap between the inner wall of the borehole and the outer wall of the water stop sleeve, and finally the water stop sleeve is exposed 300mm; G7: Use the grouting pipe to inject double liquid slurry into the gap between the hole walls to make the outer wall of the water stop casing tightly combined with the inner wall of the borehole.

[0014] Specifically, the double-liquid slurry is a double-liquid slurry mixed with C30 type cement and water glass, and the weight ratio of the double slurry is cement: water: water glass = 1:0.45:0.25, wherein the water glass needs to be diluted with water, and the volume ratio is water glass: water = 1:0.6. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 This is a schematic plan view of the basic drainage hole arrangement according to an embodiment of the present invention; Figure 2 It is a schematic plan view of the arrangement of the secondary drainage holes and the tertiary drainage holes according to an embodiment of the present invention; Figure 3 This is a schematic diagram of the elevation structure of the drainage hole arrangement according to an embodiment of the present invention; Figure 4 It is a schematic diagram of the installation structure of the water-stop sleeve of the present invention; In the figure: 1. Main chute; 2. Water outlet point; 3. Drainage lane; 301. Top wall; 4. Foundation drainage hole; 5. Secondary drainage hole; 6. Tertiary drainage hole; 7. Water-rich belt; 8. Water-stop sleeve; 9. Thread; 10. Flange. DETAILED DESCRIPTION

[0016] The present invention will be further described below in conjunction with embodiments, the purpose of which is only to provide a better understanding of the content of the present invention. Therefore, the examples given do not limit the protection scope of the present invention.

[0017] See also Figure 1 , Figure 2 The present invention provides a method for draining large amounts of water from an ultra-deep underground mine, which is applied to a mine with a main chute 1 having a water seepage rate of 10 m3 / h. The main chute 1 has a designed depth of 360 meters, an upper elevation of -218m, and a lower elevation of -578m. The drainage structure of the main chute 1 includes a drainage tunnel 3 arranged at the lower opening of the main chute 1 and surrounding the outer periphery of the main chute 1. The drainage tunnel 3 is provided with a drainage ditch, and the lower end of the drainage ditch is connected to a central pump room, in which a drainage pump is provided. The specific survey and construction steps of this method are: The first step is to conduct geophysical exploration of the aquifer around the main chute 1 to determine the location of water-rich formations and to investigate the height and location of the water outlet point 2 on the wall of the main chute.

[0018] The second step is to install a drilling rig in the drainage tunnel 3 and drill basic drainage holes 4 from the top wall 301 of the drainage tunnel 3 upwards. The basic drainage holes 4 need to penetrate the aquifer. Based on the radial distribution of the main chute, the arrangement spacing is designed to be 5m. During the drilling process of each basic drainage hole 4, the drilling depth and water output of each hole when water comes out are recorded, and the corresponding water output reduction of the water output point 2 of the main chute 1 is monitored at the same time.

[0019] The third step is to densely arrange secondary drainage holes 5 next to the basic drainage holes 4 with large water output. When drilling the secondary drainage holes 5, record the drilling depth and water output when water flows out of the secondary drainage holes 5, and simultaneously monitor the water reduction in the basic drainage holes 4 and the water output point 2 of the main chute 1.

[0020] The fourth step is to connect the coordinates of the water outlet point 2, the basic drainage hole 4 and the secondary drainage hole 5 with large and correlated water output, and predict the depth and direction of the water-rich zone 7 in the stratum.

[0021] The fifth step is to drill the third-level drainage holes 6 more frequently along the water-rich zone 7 and observe the water seepage inside the main chute at the same time until there is no obvious water seepage in the main chute 1.

[0022] In the sixth step, the drainage from the basic drainage hole 4, the secondary drainage hole 5 and the tertiary drainage hole 6 is collected in the central pump room through the drainage ditch and discharged to the ground through the drainage pump.

[0023] The arrangement of the drainage holes is described in detail below in conjunction with a specific embodiment. The basic drainage holes are drilled at uniform locations to detect the location of the water-rich zone 7 of geological water. The water content of the large geology is overall, and the amount of water in the soft strata and rock crevices is particularly significant, forming a water-rich zone 7. Therefore, some drainage holes can have obvious water seepage when drilling upward, while some drainage holes will not have obvious water seepage. The drilling depths where obvious water seepage occurs during drilling are also different. Figure 3 Among them, the water-rich zone A is directly connected to the main chute 1, and although the water-rich zone B is also at a large water geological depth, it is not directly connected to the main chute.

[0024] During construction, the upward drilling of foundation drainage hole No. 1 did not find the water-rich zone A. Continuing the upward drilling, it touched the water-rich zone B, and obvious water seepage occurred at the lower mouth. Since the water-rich zone B did not directly connect to the main well, no obvious reduction in the water output of the main well was observed when the foundation drainage hole No. 1 was opened; the foundation drainage hole No. 2 contacted the water-rich zone A, and the water in the water-rich zone A was diverted by the foundation drainage hole No. 2. Therefore, when the foundation drainage hole No. 2 was opened, the water volume of the water-rich zone A at the water outlet point on the main well decreased; the upward drilling of foundation drainage hole No. 3 connected with the water-rich zone A, and the geology of the water-rich zone A was further diverted, the water output of the main well was further reduced, and the water seepage of foundation drainage hole No. 2 also decreased, indicating that foundation drainage hole No. 2 and foundation drainage hole No. 3 were in the same water-rich zone; the upward drilling of foundation drainage hole No. 4 did not touch any water-rich zone to a certain depth, and there was no water seepage or a small amount of water seepage, indicating that there was no water-rich zone at this location.

[0025] Focus on further drilling in the area of ​​related drainage holes. Secondary drainage holes No. 1 and No. 2 are set based on basic drainage hole No. 2. There is obvious water seepage in secondary drainage hole No. 1, and it is likely that water is coming out of water-rich belt A. No obvious water seepage in secondary drainage hole No. 2, indicating that the path of water-rich belt A is not passed through. Secondary drainage hole No. 3 is added based on basic drainage hole No. 3. After obvious water seepage occurs, observe whether there is change in seepage volume in other drainage holes.

[0026] Through the drilling of basic drainage holes and secondary drainage holes, the location and direction of some water-rich zones can be basically analyzed. If the water seepage in the main chute still does not drop to the requirement, the drilling of ①② and ③ drainage holes will continue according to the analyzed water-rich zones.

[0027] The present invention is designed for safe drainage of ultra-deep mines. The specific mine depth is 360 meters. There are two main difficulties in the construction technology of ultra-deep upward drainage holes in such mine projects: First, the drilling rig drills vertically upwards for 110m, and the drilling trajectory deviation rate cannot be guaranteed. The drilling rig needs to be stable, and the driving pressure and speed must be reasonably adjusted when drilling into different rock formations; The second is how to send and fix the 10.8m long water-stopping sleeve 8 vertically upward to ensure qualified compressive strength and achieve water-stopping effect. It is difficult to prevent the water-stopping sleeve 8 from falling during the construction process.

[0028] In view of the above problems, the selection of drilling rigs was continuously tried, the anti-fall technology of casing installation and the grouting technology of fixed casing were studied, the drilling path could meet the design requirements, the pressure valve could control the amount of water discharge, and the technology of constructing ultra-deep upward drainage holes was realized, and finally the construction technology of ultra-deep upward drainage holes in underground mines of this invention was formed. The ultra-deep upward drainage method of underground mines of this invention is specifically described below.

[0029] The present invention adopts drilling rig: Two CMS1-8000 / 75 deep hole drilling vehicles for mining are used in the construction of the present invention. The basic performance parameters of the drilling rigs are as follows: Dimensions in running state (length*width*height) 3880×1050×1880mm, Propulsion force / pulling force 220 / 260KN, No-load propulsion speed 0-15m / min, Working pressure 0 / 28MPa, Rated torque 8000N.m, Rated speed 35-360r / min, Rated voltage 660 / 1140V, Maximum horizontal drilling depth of 800m. The drilling rig consists of six parts: main engine hydraulic system, crawler walking part, working mechanism, frame, pump station and drilling tools. The main engine hydraulic system includes eight hydraulic pillars, each with a maximum pressure of 30Mpa. Seven hydraulic pillars are used to stabilize the fuselage, and one hydraulic pillar is set at the bottom of the propulsion mechanism to stabilize the propulsion mechanism to ensure that the borehole deviation rate is qualified during drilling and the propulsion mechanism can rotate 360°. The drilling rig's power head slips are prepared with a variety of interchangeable models, and the drilling diameters are Φ75, Φ94, Φ113 and Φ133mm respectively. This drilling rig can meet the drilling requirements of at least 200m upward.

[0030] The drilling rig can operate in a tunnel with a length of ≥7m, a width of ≥3m, and a height of ≥3m. The propulsion mechanism can rotate 360°, and drilling construction at various angles can be realized.

[0031] Specifically, the steps for drilling the drainage hole by the drilling rig are: K1: Before drilling, the eight hydraulic pillars must be tightly supported by the roof and floor of the tunnel. Use a protractor to measure and keep the drill rig body level so that the drill rig body and propulsion mechanism can be supported by the roof and floor of the tunnel. When the hydraulic pillars support the tunnel floor, sleepers or iron plates must be placed under them to ensure stability during drilling.

[0032] K2: When drilling the upward borehole section, the thrust pressure should be kept within 7Mpa, and 5Mpa is appropriate when opening the hole. The rotation speed should not be too fast and should be kept at a medium to low speed. The thrust speed should be controlled in the first 11m of upward drilling. The total footage per shift (8 hours as a shift) should not exceed 3m. The rotation speed should not be too fast and should be kept at a medium to low speed to ensure that the drain hole mouth section is straight and the hole wall is smooth.

[0033] K3: After the drilling of the borehole section is completed, the drill rod and drill bit are withdrawn, the water-stop casing 8 is fixed, and then a thinner drill rod is installed, which penetrates the water-stop casing 8 and continues drilling.

[0034] K4: When drilling the upward hole to 11-30m, if the rock is soft, the propulsion pressure is maintained at 6-8Mpa. If the rock is hard, the pressure should be adjusted to 8-10.5Mpa. The rotation speed should not be too fast and should be kept at a medium to low speed.

[0035] K5: When drilling the upward hole to 30-60m, if the rock is soft, the propulsion pressure is maintained at 6-9Mpa. If the rock is hard, the pressure should be adjusted to 8-11Mpa. The rotation speed can be appropriately increased to maintain a medium speed.

[0036] K6: When the upward hole is drilled to more than 60m, if the rock is soft, the pushing pressure is maintained at 8-10Mpa. If the rock is hard, the pressure should be adjusted to 9.5-11.5Mpa. When drilling to this stage, it is generally necessary to replace a new drill bit. When the new drill bit advances slowly at 10cm / h, adjust the pushing pressure to 13Mpa, keep the speed unchanged, and continue drilling for 1 hour. If the advancement is still slow, restore the pushing pressure to 11.5Mpa and slow down the speed until the hard rock is penetrated.

[0037] During the entire drilling period, if the drilling is temporarily stopped due to connecting the drill rod or other reasons, before re-starting the drilling, the drill rod must be withdrawn 5cm, and high-pressure water is turned on to flush the borehole. After the water returns downward from the borehole mouth, the rotation is turned on again. No thrust is given. The drill bit rotates for 1 minute and then slowly moves upward. It is forbidden to start the drilling and rotation in situ to prevent the protruding stones at the bottom of the hole from getting stuck and damaging the drill bit and the drill rod. Reasonable control of the thrust pressure and speed can ensure a smooth hole wall and a straight hole trajectory, while reducing the risk of stuck drill.

[0038] During the drilling operation of the drilling rig, the drilling rig should be ensured to be stable during the drilling process. The underground operation is 8 hours per shift. The pressure of the hydraulic support should be checked before each shift, and pressure relief is strictly prohibited.

[0039] When the drilling depth reaches more than 60m, a lifting point with a load-bearing capacity of at least 3t should be constructed on the top plate of the tunnel, and a fall chain should be used to tighten the connection between the top of the propulsion mechanism and the lifting point to prevent shaking when the pushing pressure increases, so as to ensure that the deflection rate of the borehole is qualified.

[0040] The drilling rig power head slips can be interchanged in various models to achieve installation of drill rods and drill bits of various specifications, and can construct drilling tasks of various specifications of apertures Φ75 / Φ94 / Φ113 / Φ133mm. When drilling the borehole mouth section, use a Φ73mm drilling rig power head slip, match it with a Φ73mm drill rod, install a Φ133mm drill bit, the borehole diameter of the borehole mouth section is 133mm, and the length of the middle section of the hole is designed to be 11m. After reaching the drilling depth, withdraw the drill rod and drill bit. After the water-stop casing 8 is fixed, replace the Φ63mm drilling rig power head slip, match it with a Φ63mm drill rod, install a Φ75mm drill bit, and continue drilling to the final hole.

[0041] The use of water stop casing: The design structure of the water-stop sleeve 8 in the ultra-deep drainage hole designed in this scheme is as follows: the water-stop sleeve 8 is an iron pipe with a diameter of 108mm and a thread 9. Each water-stop sleeve 8 is 1.2m long. Threads 9 are provided at both ends of each water-stop sleeve 8. The water-stop sleeves 8 and the water-stop sleeves 8 are connected by threads 9 to achieve an extension effect. A total of nine such water-stop sleeves 8 are used, which are vertically sent upward into the borehole, and the threads 9 of each water-stop sleeve 8 are tightened together. A flange 10 is installed at the bottom of the last water-stop sleeve 8, and a 300mm long exposed end is left, which is connected to the pressure valve through the flange 10.

[0042] The diameter of the drainage hole orifice section is ≥128mm, the water stop casing 8 is inserted into the borehole, and a gap of ≥20mm is reserved between the pipe wall and the borehole.

[0043] See also Figure 4 , installation process of water stop sleeve 8: G1: First, construct a 2t-bearing hanging point at 350mm next to the drill hole, tie a 2m-long hemp rope to the hanging point, and tie the other end of the hemp rope to the lower end of the water-stop sleeve 8.

[0044] G2: When installing the first waterproof casing 8, the upper end of the waterproof casing 8 needs to be manually inserted into the drill hole. A scaffold with a height of 1.5m is built next to the drill hole. Two workers stand on the scaffold to cooperate with the work. The bottom of the first casing is exposed 200mm from the hole, and the exposed part is tied with a hemp rope, and the hemp rope is straightened to prevent the casing from falling; G3: When installing the second casing, the propulsion mechanism of the drilling rig must be lowered to the lowest position so that the space between the propulsion mechanism and the casing exposed at the borehole opening is ≥1.2m. The water-stop casing 8 is placed vertically on the platform above the propulsion mechanism and slowly pushed upward until the two water-stop casings 8 are almost in contact and the machine is stopped.

[0045] G4: Two workers use two chain wrenches, one wrench clamps the first water-stop casing 8, and the other wrench clamps the second water-stop casing 8 to tighten them together, loosen the hemp rope that binds the casings, move the hemp rope binding position downward to the bottom of the second water-stop casing 8, and then start the drilling rig and use the propulsion mechanism to slowly push upward to send the second casing into the hole, with the bottom exposed 200mm from the hole.

[0046] G5: Nine water-stop sleeves 8 are installed in a circular manner. During this period, two workers are on the scaffolding to cooperate in tightening the water-stop sleeves 8 and the elastic hemp rope. When the last water-stop sleeve 8 is sent into the drilled hole, 700mm of the pipe body should be reserved outside the hole.

[0047] G6: At a distance of 200mm from the top plate, wrap a grouting pipe with jute silk tightly against the outer wall of the casing where the water-stop casing 8 is exposed from the borehole. The thickness of the jute silk should be ≥25mm, so that the grouting pipe and the water-stop casing 8 are tightly connected as one. After completion, slowly push the water-stop casing 8 upwards for 400mm and stop, ensuring that the jute silk is squeezed into the hole and densely fills the gap between the inner wall of the borehole and the outer wall of the water-stop casing 8, playing a role in sealing and blocking water. Finally, the water-stop casing 8 is exposed for 300mm. Check whether there is any leakage between the jute silks. If there is leakage, use a screwdriver to continue to insert jute silk into the gap manually, and then use quick-drying cement to seal the gap between the water-stop casing 8 and the borehole to ensure that there is no leakage of slurry during grouting.

[0048] G7: After the gap bottom is blocked, use the installed grouting pipe to inject double liquid slurry into the gap of the hole wall, fix the water stop sleeve 8, and make the outer wall of the sleeve tightly combined with the inner wall of the borehole. Use double liquid slurry mixed with C30 type cement and water glass. The weight ratio of double slurry is cement: water: water glass = 1:0.45:0.25, among which water glass needs to be diluted with water, and the volume ratio is water glass: water = 1:0.6. Use an ordinary double liquid grouting pump and perform grouting according to the technology of horizontal exploration and drainage hole mouth pipe. When the slurry starts to return from the water stop sleeve 8, it proves that the gap of the pipe wall has been filled with slurry, and the machine is stopped immediately. After the grouting is successful, the slurry is kept stationary for 24 hours, and the pressure test of the water-stop casing 8 is carried out. There is no water leakage after closing the pressure valve. Since the water-stop casing 8 is sent into the borehole for more than 10m, the pressure resistance can at least exceed 3Mpa. The Φ63mm drilling rig power head slip can be replaced immediately, matched with a Φ63mm drill rod, and a Φ75mm drill bit can be installed to sweep the hole and continue drilling to the final hole.

[0049] The beneficial effects of the present invention are as follows: This plan includes three aspects: correct selection of drilling rigs, drilling technology, and fixing of water-stop casing. It specifically defines the size of the drilling rig, borehole diameter, borehole angle, thrust / pulling force, working pressure, rated torque, rated speed, and drilling depth. The vehicle stabilization system can meet the requirements of ultra-deep upward hole construction. Through the accumulation of technical experience in the drilling process, the control of driving force and rotation speed for different rock formations and different meter tracks has been summarized, breaking through the technical barriers of ultra-deep upward drainage hole construction technology in underground mines, and providing technical support for water exploration and drainage construction in special environments in the mining industry.

[0050] Before installing the water-stop casing, a hanging point is set next to the drill hole, and the water-stop casing is fixed with a hemp rope to prevent it from falling. The water-stop casing is sent into the hole manually in cooperation with the propulsion mechanism of the drilling rig, and double liquid slurry is injected to fix the water-stop casing. This enhances the pressure resistance of the water-stop casing, reduces the time for curing the slurry, and solves the problem of fixing the water-stop casing.

[0051] The above description is only a preferred feasible embodiment of the present invention, and does not limit the scope of rights of the present invention. All equivalent changes made using the contents of the present specification and its drawings are included in the scope of rights of the present invention.

Claims

1. A method for treating water seepage in ultra-deep underground mines, characterized in that: It is applied to mines with main chute water seepage exceeding 10 m3 / h. The main chute is designed to be 360 ​​meters deep, with an upper elevation of -218m and a lower elevation of -578m. The drainage structure of the main chute includes a drainage tunnel arranged at the lower opening of the main chute and surrounding the outer periphery of the main chute. The drainage tunnel is provided with a drainage ditch, and the lower end of the drainage ditch is connected to the central pump room, in which a drainage pump is provided. The steps of survey and construction are: The first step is to conduct geophysical exploration of the aquifer around the main well to determine the location of water-rich formations and to investigate the height and location of the water outlet points on the wall of the main well. The second step is to install a drilling rig in the drainage tunnel and drill basic drainage holes from the top wall of the drainage tunnel upwards. The basic drainage holes need to penetrate the aquifer. Based on the radial distribution of the main chute, the layout spacing is designed to be 5m; During the drilling process of each basic drainage hole, record the depth and water output of each hole when water is discharged, and monitor the corresponding water output reduction of the main chute water outlet point; The third step is to increase the number of secondary drainage holes next to the foundation drainage holes with large water output. When drilling the secondary drainage holes, record the drilling depth and water output when water is discharged from the secondary drainage holes, and simultaneously monitor the water reduction at the foundation drainage holes and the main chute water output points; The fourth step is to connect the coordinates of the water discharge points, basic drainage holes and secondary drainage holes with large and related water discharge, and predict the depth and direction of the water-rich zone in the formation; The fifth step is to drill the third-level drainage holes more densely along the water-rich zone, and observe the water seepage inside the main chute until there is no obvious water seepage in the main chute; In the sixth step, the drainage from the basic drainage holes, secondary drainage holes and tertiary drainage holes is collected in the central pump room through the drainage ditch and discharged to the ground through the drainage pump.

2. The method for treating water seepage in ultra-deep underground mines according to claim 1, characterized in that: The drilling rig consists of six parts: main engine hydraulic system, crawler walking part, working mechanism, frame, pump station and drilling tools. The basic performance parameters of the drilling rig are as follows: operating state dimensions length 3880, width 1050, height 1880mm, machine weight 8t, thrust / pulling force 220 / 260KN, no-load thrust speed 0-15m / min, working pressure 0 / 28MPa, rated torque 8000N.m, rated speed 35-360r / min, rated voltage 660 / 1140V; The main engine hydraulic system includes eight hydraulic struts, each with a maximum pressure of 30Mpa, seven of which are used to stabilize the fuselage, and one hydraulic strut is arranged at the bottom of the propulsion mechanism to stabilize the propulsion mechanism, which can rotate 360°; the drilling rig's power head slips are prepared with a variety of interchangeable models, and the drilling diameters are Φ75, Φ94, Φ113 and Φ133mm respectively.

3. The method for treating water seepage in ultra-deep underground mines according to claim 2, characterized in that: The drainage hole drilling method is: K1: Before drilling, the eight hydraulic supports must be tightly supported by the top and bottom plates of the tunnel, and the protractor must be used to measure and keep the drilling rig body level so that the drilling rig body and propulsion mechanism can be supported by the top and bottom plates of the tunnel; When the hydraulic props support the tunnel floor, sleepers or iron plates should be placed to ensure stability during drilling; K2: When drilling upward to the orifice section, use a larger drill pipe and drill bit, keep the thrust pressure within 7Mpa, 5Mpa is appropriate when opening the hole, keep the rotation speed at a medium to low speed, ensure that the orifice section of the drainage hole is straight and the hole wall is smooth, and stop the construction after 11m; K3: After removing the drill pipe and drill bit, install and fix the water-stop casing; K4: When the upward hole is drilled to 11m-30m, replace the smaller drill rod and drill bit, penetrate the water-stop casing and continue drilling. If the rock is soft, the thrust pressure is maintained at 6-8Mpa. If the rock is hard, adjust the pressure to 8-10.5Mpa and keep the speed at a medium to low speed. K5: When drilling the upward hole to 30m-60m, if the rock is soft, the thrust pressure is maintained at 6-9Mpa. If the rock is hard, the pressure is adjusted to 8-11Mpa, and the speed is appropriately increased to maintain a medium speed. K6: When the upward hole is drilled to a depth of more than 60m, if the rock is soft, the thrust pressure is maintained at 8-10Mpa; if the rock is hard, the pressure is adjusted to 9.5-11.5Mpa; If the drill bit is worn out during drilling, a new drill bit should be replaced. When the penetration rate of the new drill bit is slow, 10cm / h, adjust the driving pressure to 13Mpa, and continue drilling for 1 hour without changing the speed. If the penetration rate is still slow, restore the driving pressure to 11.5Mpa and slow down the speed until the hard rock is penetrated. During drilling, if drilling is temporarily stopped due to connecting drill rods or other reasons, the drill rod must be withdrawn 5cm before resuming drilling, and high-pressure water must be used to flush the borehole. After water returns downward from the hole mouth, rotation can be started again without providing thrust. The drill bit should rotate for 1 minute before slowly advancing upward. It is forbidden to start drilling and rotating in situ to prevent protruding stones at the bottom of the hole from jamming the drill bit and damaging the drill bit and drill rod.

4. The method for treating water seepage in ultra-deep underground mines according to claim 3, characterized in that: The larger drill bit uses a Φ73mm drill head slip, matched with a Φ73mm drill rod, installed with a Φ133mm drill bit, and the hole diameter at the hole mouth section is 133mm; the smaller drill bit uses a Φ63mm drill head slip, matched with a Φ63mm drill rod, installed with a Φ75mm drill bit.

5. The method for treating water seepage in ultra-deep underground mines according to claim 3, characterized in that: When the drilling depth reaches more than 60m, a lifting point with a load-bearing capacity of at least 3t is constructed on the top plate of the tunnel, and a fall chain is used to connect and tighten the top of the propulsion mechanism to the lifting point.

6. The method for treating water seepage in ultra-deep underground mines according to claim 3, characterized in that: The water-stop casing is an iron pipe with a diameter of 108mm, a length of 1.2m and threads at both ends; the diameter of the borehole mouth section is 128mm, and the gap between the water-stop casing and the inner wall of the borehole is filled with double liquid slurry.

7. The method for treating water seepage in ultra-deep underground mines according to claim 6, characterized in that: The installation process of the water stop sleeve is: G1: First, construct a 2t-bearing hanging point at a position 350mm away from the drill hole, tie a 2m-long hemp rope to the hanging point, and tie the other end of the hemp rope to the lower end of the water-stop casing; G2: A 1.5m high scaffold was built next to the drilling hole. Two workers stood on the scaffold to cooperate with the work. The bottom of the first waterproof casing was exposed 200mm from the hole. The exposed part was tied with hemp rope, and the hemp rope was straightened to prevent the waterproof casing from falling. G3: When installing the second waterproof casing, the propulsion mechanism of the drilling rig must be lowered to the lowest position, so that the space between the propulsion mechanism and the waterproof casing exposed at the borehole is ≥1.2m. The waterproof casing is placed vertically on the platform above the propulsion mechanism, and slowly pushed upward until the two waterproof casings are almost in contact, and then the machine is stopped; G4: Two workers use two chain wrenches, one wrench clamps the first waterproof casing, and the other wrench clamps the second waterproof casing to tighten them, loosen the hemp rope that binds the waterproof casing, move the hemp rope binding position downward to the bottom of the second waterproof casing, and then start the drilling rig to slowly push upward using the propulsion mechanism to send the second casing into the hole, with the bottom exposed 200mm from the hole opening; G5: Install nine waterproof casings in sequence. During this period, two workers are on the scaffolding to tighten the waterproof casings and adjust the hemp ropes. When the last waterproof casing is put into the borehole, 700mm of the pipe body should be reserved outside the borehole. G6: At a distance of 200mm from the top plate to the water stop sleeve exposed at the borehole opening, use jute silk to wrap and fix a grouting pipe close to the outer wall of the water stop sleeve, then slowly push the water stop sleeve upward for 400mm and stop, ensuring that the jute silk is squeezed into the borehole and densely fills the gap between the inner wall of the borehole and the outer wall of the water stop sleeve, and finally the water stop sleeve is exposed 300mm; G7: Use the grouting pipe to inject double liquid slurry into the gap between the hole walls to make the outer wall of the water stop casing tightly combined with the inner wall of the borehole.

8. The method for treating water seepage in ultra-deep underground mines according to claim 7, characterized in that: The double-liquid slurry is a mixture of C30 cement and water glass. The weight ratio of the double-liquid slurry is cement: water: water glass = 1:0.45:0.25, of which the water glass needs to be diluted with water, and the volume ratio is water glass: water = 1:0.6.

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