Underground powerhouse rock-anchored beam construction method and energy-gathered water pressure blasting device

Abstract

The invention relates to an underground powerhouse rock-anchored beam construction method and an energy-gathered water pressure blasting device. The energy-gathered water pressure blasting device comprises an energy-gathered cover pipe, an energy-gathered charging pipe and a water filling nozzle plug, a closed water injection space is arranged on the energy-gathered cover tube and the energy-gathered charging tube; water injection holes are respectively formed in the end parts of the energy-gathered cover tube and the energy-gathered charging tube; a fan-shaped area formed by the two sides after the energy-gathering cover pipe and the energy-gathering charging pipe are buckled is a jet flow forming area, and the opening position of the jet flow forming area is a jet flow concentration area. According to the scheme, the energy-gathered water pressure blasting device is used for conducting pre-splitting blasting and smooth blasting on the rock bench layer, the distance between every two adjacent blast holes is increased, the number of drilled holes is reduced, the excavation forming effect of the rock wall beam rock bench layer is improved, and secondary excavation of a rock anchor beam rock bench is achieved on the premise that the forming quality of the rock bench is guaranteed; and compared with a traditional process, a protective layer is omitted, the blasting frequency is reduced, and the construction period of the rock wall beam and the rock bench is effectively shortened.

Description

Technical Field

[0001] The present application relates to the technical field of rock anchor beam construction, and in particular to a rock anchor beam construction method for an underground powerhouse and a concentrated energy water pressure blasting device. Background Art

[0002] Rock wall crane beams are referred to as rock anchor beams. They use grouting anchors to fix the reinforced concrete beams in the rock mass. The load borne by the reinforced concrete beams is transferred to the rock mass through the anchoring force of the anchors and the friction of the rock wall. Rock anchor beams are mainly used in the support system of lifting equipment such as the installation and maintenance of hydropower unit equipment. Rock anchor beams can shorten the construction period of underground powerhouses, reduce the amount of engineering, and ensure the safety and stability of underground powerhouses during operation.

[0003] The pre-splitting blasting and smooth blasting of rock anchor beam blasting and excavation construction usually adopt the excavation method of reserving a protective layer. The excavation of the underground factory building is divided into the first layer excavation, small flat layer excavation, middle groove, rock platform protective layer, and rock anchor beam inclined rock platform excavation according to the cross-section; specifically, after the small flat layer above the rock platform is excavated to the upper vertical wall, a buffer crack is formed between the rock platform protective layer rock mass and the middle groove rock mass through pre-splitting blasting, and then the upper vertical wall smooth surface blasting drilling, the middle groove step blasting excavation, the rock platform protective layer excavation, and finally the inclined rock platform oblique blasting hole drilling, the upper vertical wall and the inclined blasting hole are smooth blasted at the same time to complete the inclined rock platform excavation.

[0004] The current construction process of rock anchor beams in underground powerhouses is complicated. Conventional explosive blasting construction methods are used to blast the middle groove, rock platform protective layer, and rock anchor beam inclined rock platform layer by layer. In order to ensure the forming effect of the rock platform, it is necessary to reduce the spacing between the smooth blasting holes of the rock platform and increase the number of holes drilled, which greatly increases the difficulty of drilling the smooth blasting holes and makes it impossible to achieve rapid construction of underground powerhouses. Summary of the invention

[0005] In order to solve or partially solve the problems existing in the related technology, the present application provides a two-sequence excavation construction method for rock anchor beams of underground powerhouses, aiming to solve the problem of low construction efficiency of rock anchor beams of underground powerhouses.

[0006] The first aspect of the present application provides a concentrated energy hydraulic blasting device, comprising:

[0007] Shaped cover tube, shaped charge tube and water injection port plug;

[0008] A closed water injection space is provided on the energy-gathering cover tube and the energy-gathering charge tube, and water injection holes are provided at the ends of the energy-gathering cover tube and the energy-gathering charge tube respectively;

[0009] The energy-gathering cover tube is provided with two short hook buckles, and the energy-gathering charge tube is provided with two rows of arc-shaped slots. The energy-gathering cover tube and the energy-gathering charge tube are buckled together through the buckles and the slots, and the space formed after buckling is the explosive filling area;

[0010] The fan-shaped area formed on both sides after the shaped cover tube and the shaped charge tube are buckled together is the jet forming area, and the opening position of the jet forming area is the jet concentration area.

[0011] Optionally, in some embodiments of the first aspect, the energy-gathering cover tube comprises:

[0012] The energy-gathering cover pipe is a hollow crescent-shaped pipe with a water injection hole. The outer arc end of the energy-gathering cover pipe is provided with a water injection hole, and a water injection port plugging head is installed on the water injection hole;

[0013] Short hook buckles are symmetrically arranged on both sides of the inner arc of the energy-gathering cover tube, and the length of the short hook buckles is the same as that of the energy-gathering cover tube.

[0014] Optionally, in some embodiments of the first aspect, the shaped charge tube comprises:

[0015] The shaped charge tube is a hollow crescent-shaped tube with a water injection hole. The outer arc end of the shaped charge tube is provided with a water injection hole, and a water injection port plug is installed on the water injection hole;

[0016] Two rows of arc-shaped slots are symmetrically arranged on both sides of the inner arc of the shaped charge tube. The arc-shaped slots are curved outward and have the same length as the shaped charge tube. The slot structure of the arc-shaped slots matches the short hook buckle of the shaped charge cover tube.

[0017] Optionally, in some embodiments of the first aspect, the water injection port plugging head comprises:

[0018] Water injection hole plug, rubber gasket and plug hollow yield area;

[0019] The cross section of the plug of the water injection hole plug inserted into the water injection hole is trapezoidal, the length of the median line of the top of the trapezoidal plug is consistent with the diameter of the water injection hole, the necking section in the middle of the water injection hole plug is a cylinder with the same diameter as the water injection hole, and the tail of the water injection hole is a disc for positioning;

[0020] The trapezoidal plugging block inserted into the water injection hole has a hollow structure inside, forming a hollow pressure relief area of ​​the plugging block;

[0021] A rubber gasket is arranged on the top of the necked section of the water injection hole plug. After the water injection hole plug is inserted into the water injection hole, the rubber gasket is in a compressed state, so that the trapezoidal plugging block can be fixed in the water injection hole.

[0022] A second aspect of the present application provides a method for constructing a rock anchor beam in an underground powerhouse, comprising the following steps:

[0023] After the excavation of the first floor of the underground powerhouse is completed, drilling construction is carried out on the rock wall beam and rock platform layer to form pre-crack holes in the side wall and blasting holes for the middle groove ladder section;

[0024] The pre-splitting holes on the side walls of the rock wall beam and rock platform are pre-splitting blasted after charging with a concentrated energy hydraulic blasting device, and then the middle slotted step blasting holes of the rock wall beam and rock platform are step blasted;

[0025] After the blasting excavation of the middle slotting bench section is completed, blasting holes are drilled on the smooth surface of the rock platform to form vertical blasting holes and oblique blasting holes;

[0026] The energy-gathering hydraulic blasting device is loaded with explosives and sent into the vertical blasting holes and the inclined blasting holes. The energy-gathering direction is adjusted to be consistent with the horizontal direction of the designed contour surface of the side wall, and then network detonation is carried out to complete the blasting and excavation construction of the rock wall beam and rock platform layer.

[0027] Optionally, in some embodiments of the second aspect, drilling construction is performed on the rock wall beam and rock platform layer, including:

[0028] Construction of pre-crack holes in the side walls and blasting holes in the middle slotted steps;

[0029] The construction of side wall pre-splitting holes includes drilling holes with the inner side wall of the preset rock anchor beam platform as the boundary, and the pre-splitting blasting drilling hole takes the turning point under the rock anchor beam platform as the midpoint; the spacing between adjacent pre-splitting blasting drilling holes is 0.6-1.0m, and the actual pre-splitting blasting drilling depth and spacing are determined according to the rock mass integrity classification. When the rock mass integrity is low, a smaller drilling depth and blast hole spacing are used;

[0030] The blasting hole construction of the middle slotting terrace includes the main blasting hole and the slotting hole. The drilling is done by hydraulic drill. The diameter of the main blasting hole and the slotting hole are both 90mm, and the spacing between rows is 1.5m.

[0031] Optionally, in some embodiments of the second aspect, the shaped charge hydraulic blasting device performs pre-splitting blasting after charging, including:

[0032] Water is injected into the energy-gathering cover tube and the energy-gathering charge tube through the water injection hole. When injecting water, the end of the water injection hole is slightly lifted to ensure that the hollow crescents of the energy-gathering cover tube and the energy-gathering charge tube are filled with water. After the water injection is completed, the water injection hole is blocked with a water injection hole plug;

[0033] Carry out emulsion explosive loading, cut emulsion explosive, and insert digital electronic detonator into the cut emulsion explosive;

[0034] Digital electronic detonators and emulsion explosives are loaded at intervals in the explosive loading area. The detonator foot lines are set in the energy jet formation areas on both sides. The detonating cord is placed in the explosive loading area. When loading at intervals, rectangular foam is placed between the emulsion explosives to prevent the emulsion explosives from moving in the explosive loading area.

[0035] Buckle the shaped charge tube with the shaped charge tube, and seal and tie the bottom of the charge tube to prevent the emulsion explosive and detonator at the bottom from falling out.

[0036] After the blasting device is assembled, it is sent into the pre-cracking hole of the side wall, connected to the blasting network, and the blasting direction is adjusted to keep it consistent with the horizontal direction of the designed contour surface of the side wall. Detonation is then carried out to complete the pre-cracking of the side wall.

[0037] Optionally, in some embodiments of the second aspect, drilling blasting holes on the smooth surface of the rock platform includes:

[0038] Drilling of vertical and diagonal holes for smooth blasting of rock platforms;

[0039] The drilling depth of vertical holes for smooth blasting is 2 to 5 meters, which is determined according to the height of the rock anchor beam of the underground powerhouse. The maximum spacing between vertical holes for smooth blasting is 0.9 times the resistance line, and a smaller value is taken when the rock integrity is poor;

[0040] The drilling depth of the oblique holes on the rock platform is controlled by the slope and horizontal width, and the spacing between the oblique holes on the rock platform is consistent with that of the vertical holes.

[0041] Optionally, in some embodiments of the second aspect, the shaped energy water pressure blasting device comprises:

[0042] The length of a single shaped energy hydraulic blasting tube is customized according to the length of the side wall pre-crack hole, vertical hole and inclined hole.

[0043] The technical solution provided by this application may have the following beneficial effects:

[0044] Through the focused energy water pressure blasting device, an effective combination of water medium and focused energy blasting is achieved. Water is arranged around the charge roll. While ensuring the focused energy blasting effect, water is used to evenly transfer the explosion pressure in the non-focused direction to the rock mass, reducing damage to the protected side rock mass.

[0045] The concentrated energy water pressure blasting device is used to carry out pre-splitting blasting and smooth blasting of the rock platform layer, increase the distance between adjacent blastholes, reduce the number of drill holes, improve the excavation and forming effect of the rock wall beam and rock platform layer, and realize the secondary excavation of the rock anchor beam and rock platform while ensuring the quality of rock platform forming. Compared with the traditional process, the protective layer is eliminated, the number of blasting times is reduced, and the construction period of the rock wall beam and rock platform is effectively shortened.

[0046] It should be understood that the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the present application. BRIEF DESCRIPTION OF THE DRAWINGS

[0047] The above and other objects, features and advantages of the present application will become more apparent through a more detailed description of exemplary embodiments of the present application in conjunction with the accompanying drawings, wherein the same reference numerals generally represent the same components in the exemplary embodiments of the present application.

[0048] Figure 1It is a schematic diagram of the structure of a concentrated energy water pressure blasting device shown in an embodiment of the present application;

[0049] Figure 2 is a schematic diagram of a buckled energy condensing hydraulic blasting device shown in an embodiment of the present application;

[0050] Figure 3 is a three-dimensional schematic diagram of a shaped energy water pressure blasting device shown in an embodiment of the present application;

[0051] Figure 4 It is a schematic diagram of the water injection hole plugging structure of the energy-focused hydraulic blasting device shown in the embodiment of the present application;

[0052] Figure 5 It is a schematic cross-sectional diagram of the design of blasting and drilling holes for excavation of rock anchor beams and rock terraces in an underground powerhouse shown in an embodiment of the present application;

[0053] Figure 6 It is a flow chart of a method for constructing rock anchor beams in an underground plant shown in an embodiment of the present application.

[0054] Figure numerals: 1-side wall pre-crack hole; 2-middle grooving area; 3-rock platform vertical blasting hole; 4-rock platform inclined blasting hole; 5-energy-gathering cover pipe; 6-energy-gathering charge pipe; 7-explosive filling area; 8-water injection area; 9-buckle; 10-slot; 11-jet concentration area; 12-jet formation area; 13-upper side water injection hole; 14-lower side water injection hole; 15-water injection hole plug; 16-rubber gasket; 17-hollow pressure relief area of ​​the plug. DETAILED DESCRIPTION

[0055] The embodiments of the present application will be described in more detail below with reference to the accompanying drawings. Although the embodiments of the present application are shown in the accompanying drawings, it should be understood that the present application can be implemented in various forms and should not be limited by the embodiments described herein. On the contrary, these embodiments are provided to make the present application more thorough and complete, and to fully convey the scope of the present application to those skilled in the art.

[0056] It should be understood that although the terms "first", "second", "third", etc. may be used in this application to describe various information, this information should not be limited to these terms. These terms are only used to distinguish the same type of information from each other. For example, without departing from the scope of this application, the first information may also be referred to as the second information, and similarly, the second information may also be referred to as the first information. Thus, the features defined as "first" and "second" may explicitly or implicitly include one or more of the features. In the description of this application, the meaning of "multiple" is two or more, unless otherwise clearly and specifically defined.

[0057] In the description of the present application, it should be understood that the terms "length", "width", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", etc., indicating the orientation or position relationship, are based on the orientation or position relationship shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as a limitation on the present application.

[0058] Unless otherwise clearly specified and limited, the terms "installed", "connected", "connected", "fixed" and the like should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in this application can be understood according to specific circumstances.

[0059] The current construction process of rock anchor beams in underground powerhouses is complicated. Conventional explosive blasting construction methods are used to blast the middle groove, rock platform protective layer, and rock anchor beam inclined rock platform layer by layer. In order to ensure the forming effect of the rock platform, it is necessary to reduce the spacing between the smooth blasting holes of the rock platform and increase the number of holes drilled, which greatly increases the difficulty of drilling the smooth blasting holes and makes it impossible to achieve rapid construction of underground powerhouses.

[0060] In view of the above problems, the embodiments of the present application provide a method for constructing rock anchor beams in underground powerhouses and a concentrated water pressure blasting device, which can realize the effective combination of water medium and concentrated blasting through the concentrated water pressure blasting device, arrange water around the charge roll, and use water to evenly transfer the blasting pressure in the non-concentrated direction to the rock mass while ensuring the concentrated blasting effect, thereby reducing damage to the protected side rock mass. The concentrated water pressure blasting device is used to perform pre-splitting blasting and smooth blasting of the rock platform layer, increase the distance between adjacent blastholes, reduce the number of drill holes, improve the excavation and forming effect of the rock wall beam and rock platform layer, and realize the second-order excavation of the rock anchor beam and rock platform while ensuring the quality of the rock platform forming. Compared with the traditional process, the protective layer is eliminated, the number of blasting times is reduced, and the construction period of the rock wall beam and rock platform is effectively shortened.

[0061] The technical solution of the embodiments of the present application is described in detail below with reference to the accompanying drawings.

[0062] Embodiment 1

[0063] See also Figure 1 , a concentrated energy water pressure blasting device, comprising:

[0064] Energy-shaped cover tube 5, energy-shaped charge tube 6, explosive filling area 7, water injection area 8, buckle 9, clamping groove 10, jet concentration area 11, jet formation area 12, upper water injection hole 13, lower water injection hole 14, water injection hole plug 15, rubber gasket 16 and plug hollow pressure relief area 17;

[0065] The energy-gathering cover tube 5 and the energy-gathering charge tube 6 are provided with a closed water-injection space of a hollow crescent-shaped tube, and the ends of the energy-gathering cover tube 5 and the energy-gathering charge tube 6 are respectively provided with water injection holes; short hook buckles 9 are symmetrically provided on both sides of the inner arc of the energy-gathering cover tube 5, and the short hook buckles 9 are equal in length to the energy-gathering cover tube 5, so that the entire section of the energy-gathering cover tube 5 can be buckled with the energy-gathering charge tube 6. Two rows of arc-shaped slots 10 are symmetrically provided on both sides of the inner arc of the energy-gathering charge tube 6, and the arc of the arc-shaped slots 10 is outward, and the length of the slots 10 is the same as that of the energy-gathering charge tube 6, and the structure of the slots 10 matches the buckles 9 of the energy-gathering cover tube 5. The shaped charge tube 6 and the shaped cover tube 5 are buckled together by means of the buckle 9 and the slot 10, and the space formed after the buckling is the explosive filling area 7; the fan-shaped area formed on both sides after the shaped charge tube 6 and the shaped cover tube 5 are buckled together is the jet formation area 12, and the opening position of the jet formation area is the jet concentration area 11. The principle that the detonation products move along the outer normal direction of the surface when the explosive explodes is utilized to form a high-speed, high-pressure shaped jet in this area, and acts on the rock mass at the outer edge of the blasthole after cutting through the jet concentration area 11.

[0066] Water injection hole 13 on the upper side of the energy-gathering cover tube 5 and water injection hole 14 on the lower side of the energy-gathering charge tube 6 are both installed with water injection hole plugs 15. The cross-section of the plug inserted into the water injection hole by the water injection hole plug 15 is trapezoidal, and the length of the median line of the top of the trapezoidal plug is consistent with the diameter of the water injection hole. The interior of the trapezoidal plug inserted into the water injection hole by the water injection hole plug is a hollow structure, forming a hollow pressure zone of the plug; the middle necked section of the water injection hole plug is a cylinder with the same diameter as the water injection hole, and a rubber gasket is arranged on the top of the necked section of the water injection hole plug. After the water injection hole plug is inserted into the water injection hole, the rubber gasket is in a compressed state, so that the trapezoidal plug can be fixed in the water injection hole; the tail of the water injection hole is a disc for positioning.

[0067] Embodiment 2

[0068] Corresponding to the aforementioned application function realization device embodiment, the present application also provides an underground plant rock anchor beam construction method and corresponding embodiments.

[0069] See also Figure 6 , a method for constructing a rock anchor beam in an underground powerhouse, comprising:

[0070] S101. After the excavation of the first floor of the underground powerhouse is completed, drilling is carried out on the rock wall beam and rock platform layer to form pre-crack holes in the side wall and blasting holes for the middle groove ladder section;

[0071] Specifically, drilling construction is carried out on the rock wall beam and rock platform layer, including: side wall pre-crack hole construction and middle groove step blasting hole construction; side wall pre-crack hole construction includes drilling with the inner side wall of the preset rock anchor beam rock platform as the boundary, and the pre-splitting blasting drilling hole uses the turning point under the rock anchor beam rock platform as the midpoint; the spacing between adjacent pre-splitting blasting drilling holes is 0.6-1.0m, and the actual pre-splitting blasting drilling depth and spacing are determined according to the rock mass integrity classification. When the rock mass integrity is low, a smaller drilling depth and blast hole spacing are used; the middle groove step blasting hole construction includes main blasting holes and slot holes, and hydraulic drills are used for drilling. The diameters of the main blasting holes and slot holes are both 90mm, and the spacing between rows is 1.5m.

[0072] S102, pre-splitting blasting is performed on the side wall pre-splitting holes of the rock wall beam and rock platform layer by charging with a concentrated energy hydraulic blasting device, and then step blasting is performed on the middle groove step blasting holes of the rock wall beam and rock platform layer;

[0073] Specifically, a pre-splitting blasting is performed after charging with a shaped energy water pressure blasting device, including: injecting water into the shaped energy cover tube and the shaped energy charge tube through the water injection hole, slightly lifting the end of the water injection hole during water injection to ensure that the hollow crescents of the shaped energy cover tube and the shaped energy charge tube are filled with water, and plugging the water injection hole with a water injection hole plug after the water injection is completed; loading emulsion explosives, cutting emulsion explosives, and inserting digital electronic detonators into the cut emulsion explosives; loading digital electronic detonators and emulsion explosives at intervals in the explosive loading area, and setting detonator foot lines on both sides of the shaped energy In the jet formation area, the detonating cord is placed in the explosive loading area, and rectangular foam is placed between the emulsion explosives during interval loading to prevent the emulsion explosives from moving in the explosive loading area; the shaped charge cover tube is buckled with the shaped charge tube, and after the buckling is completed, the bottom of the tube is sealed and tied to prevent the emulsion explosive and detonator at the bottom from escaping; after the shaped charge blasting device is assembled, it is sent into the pre-cracking hole of the side wall, connected to the blasting network, and the shaped charge direction is adjusted to make it consistent with the horizontal direction of the designed contour surface of the side wall, and detonation is carried out to complete the pre-cracking of the side wall.

[0074] S103, after the blasting excavation of the middle slotting step is completed, blasting holes are drilled on the smooth surface of the rock platform to form vertical blasting holes and oblique blasting holes;

[0075] Specifically, blasting holes are drilled on the smooth surface of the rock platform, including: drilling vertical holes and oblique holes for blasting on the smooth surface of the rock platform; the drilling depth of the vertical holes for blasting on the smooth surface is 2 to 5 meters, which is determined according to the height of the rock anchor beam of the underground powerhouse, and the maximum spacing between the vertical holes for blasting on the smooth surface is 0.9 times the resistance line, and a smaller value is taken when the rock integrity is poor; the drilling depth of the oblique holes on the rock platform is controlled by the slope and the horizontal width, and the spacing between the oblique holes on the rock platform is consistent with that of the vertical holes.

[0076] S104. Load the energy-gathering hydraulic blasting device and send it into the vertical blasting hole and the inclined blasting hole. Adjust the energy-gathering direction to be consistent with the horizontal direction of the designed contour surface of the side wall, and then perform network detonation to complete the blasting and excavation construction of the rock wall beam and rock platform layer.

[0077] Specifically, the length of a single shaped energy hydraulic blasting tube is customized according to the length of the side wall pre-crack hole, vertical hole and inclined hole.

[0078] Embodiment 3

[0079] Figure 5 Schematic diagram of the cross section design of the underground powerhouse rock anchor beam rock platform excavation blasting drilling shown in the embodiment of the present application, such as Figure 5 As shown, the rock platform layer of the rock anchor beam of the underground powerhouse includes a side wall pre-crack hole 1, a middle groove area 2, a rock platform vertical blasting hole 3 and a rock platform inclined blasting hole 4.

[0080] The depth of the side wall pre-splitting hole 1 is 6 to 10 meters, with the turning point under the rock platform as the dividing point, extending about 1 / 2 upward and downward, and the spacing between adjacent blast holes for pre-splitting blasting is controlled at 0.6 to 1.0 m. The actual drilling depth and spacing are determined according to the rock mass integrity classification. When the rock mass integrity is low, a smaller drilling depth and blast hole spacing are used. The depth of the vertical blast hole 3 of the rock platform is 2 to 5 meters, and the blast hole spacing can be up to 0.9 times the resistance line. A smaller value is taken when the rock mass integrity is poor. The depth of the inclined blast hole 4 of the rock platform is controlled by the slope and horizontal width, and the blast hole spacing is consistent with the vertical blast hole 3 of the rock platform.

[0081] Both the pre-splitting blasting hole 1 and the smooth blasting hole are blasted with a concentrated water pressure blasting device. The length of a single concentrated water pressure blasting tube can be customized. For example, when the depth of the side wall pre-splitting hole 1 is 8 meters, the pre-splitting blasting hole uses a blasting tube length of 7 meters, with a blockage of 1 meter; when the drilling depth of the rock platform vertical blasting hole 3 is 3 meters and the depth of the rock platform inclined blasting hole 4 is 1.5 meters, the rock platform vertical blasting hole 3 uses a blasting tube length of 2.5 meters, with a blockage of 0.5 meters; the rock platform inclined blasting hole 4 uses a blasting tube length of 1.2 meters, with a blockage of 0.3 meters. The pre-splitting blasting concentrated direction is consistent with the horizontal direction of the side wall design contour surface. The rock platform smooth blasting concentrated direction is consistent with the direction of the connecting line of adjacent blastholes.

[0082] The energy-gathering water pressure blasting device comprises an energy-gathering cover tube 5, an energy-gathering charge tube 6 and an injection hole plug 15. The energy-gathering cover tube 5 is a hollow crescent-shaped tube. An upper injection hole 13 is arranged at the end of the energy-gathering cover tube 5. Water can be injected through the injection hole, and then the injection hole can be blocked by the injection hole plug 15. A buckle 9 is arranged at the bottom of the energy-gathering cover tube 5, which can be seamlessly buckled with the energy-gathering charge tube 6; the energy-gathering charge tube 6 also comprises a hollow crescent-shaped tube with an injection hole. An arc-shaped clamping groove 10 is arranged on the energy-gathering charge tube 6. After the energy-gathering cover tube 5 is buckled with the energy-gathering charge tube 6, an energy-gathering jet forming area 12 can be formed on both sides of the energy-gathering charge tube 6. The principle that the detonation products move along the outer normal direction of the surface when the explosive explodes is used to form a high-speed, high-pressure energy-gathering jet in this area, and acts on the rock mass of the blast hole after cutting through the jet concentration area 11. The side view of the part of the water injection hole plug 15 inserted into the water injection hole is trapezoidal, the midline of the trapezoid is consistent with the diameter of the water injection hole, the diameter of the upper necked section is equal to the water injection hole, and a rubber gasket 16 is provided on the top of the shortened neck. It is required that after the plug is inserted, the rubber gasket 16 is in a pressurized state to prevent water from overflowing.

[0083] A method for constructing a rock anchor beam in an underground powerhouse comprises the following steps:

[0084] a. After the excavation of the first floor of the underground powerhouse is completed, drilling construction is carried out on the rock wall beam and rock platform layer to form pre-crack holes on the side walls and blasting holes for the middle groove ladder section;

[0085] b. The pre-crack holes in the side walls are blasted with a shaped water pressure blasting device, and the blasting holes in the middle grooved terrace section are blasted with a traditional blasting method. When using the shaped water pressure blasting device, water is first injected. A funnel or other device is used to inject water into the shaped cover tube and the shaped charge tube through the water injection hole. When injecting water, the end of the water injection hole is slightly lifted to ensure that the hollow crescent is filled with water. After the water injection is completed, the water injection hole is blocked with a water injection hole plug;

[0086] c. After the water injection is completed, the emulsion explosive is loaded. First, the digital electronic detonator is inserted into the emulsion explosive, and the detonator foot line is placed in the energy jet formation area on both sides. The detonating cord is placed in the explosive loading area, and then the emulsion explosive is cut and intermittent loading is performed. When intermittent loading is performed, rectangular foam is placed between the medicine rolls to prevent the emulsion explosive from moving in the medicine tube;

[0087] d. After the emulsion explosive is loaded, the shaped cover tube is buckled with the shaped charge tube. After the buckling is completed, the bottom of the shaped charge tube is properly sealed and tied to prevent the emulsion explosive and detonator at the bottom from falling out;

[0088] e. After the shaped charge blasting device is assembled, it is sent into the blasthole, the shaped charge direction is adjusted, and the middle groove step blasting hole is charged at the same time, and then the hole mouth is blocked, and then the blasting network is connected to detonate, and the pre-splitting blasting and the middle groove step blasting excavation are completed;

[0089] f. After the pre-splitting blasting and the middle slotting step blasting excavation are completed, the rock platform smooth surface blasting drilling is carried out to form vertical blasting holes and oblique blasting holes;

[0090] g. Send the fully charged energy-gathering hydraulic blasting device into the vertical blasting hole and the inclined blasting hole, adjust the energy-gathering direction, connect the detonation network, and complete the blasting and excavation construction of the rock wall beam and rock platform layer.

[0091] The embodiments of the present application have been described above, and the above description is exemplary, not exhaustive, and is not limited to the disclosed embodiments. Many modifications and changes will be apparent to those of ordinary skill in the art without departing from the scope and spirit of the described embodiments. The selection of terms used herein is intended to best explain the principles of the embodiments, practical applications, or improvements to the technology in the market, or to enable other persons of ordinary skill in the art to understand the embodiments disclosed herein.

Claims

1. A shaped energy water pressure blasting device, characterized in that: include: Shaped cover tube, shaped charge tube and water injection port plug; The energy-gathering cover tube and the energy-gathering charge tube are provided with a closed water injection space, and the ends of the energy-gathering cover tube and the energy-gathering charge tube are respectively provided with water injection holes; The energy-gathering cover tube is provided with two short hook buckles, and the energy-gathering charge tube is provided with two rows of arc-shaped slots. The energy-gathering cover tube and the energy-gathering charge tube are buckled together through the buckles and the slots, and the space formed after buckling is the explosive filling area; The fan-shaped area formed on both sides after the shaped cover tube and the shaped charge tube are buckled together is the jet forming area, and the opening position of the jet forming area is the jet concentration area.

2. The energy shaped hydraulic blasting device according to claim 1, characterized in that: The energy-gathering cover tube comprises: The energy-gathering cover pipe is a hollow crescent-shaped pipe with a water injection hole. The outer arc end of the energy-gathering cover pipe is provided with a water injection hole, and a water injection port plugging head is installed on the water injection hole; Short hook buckles are symmetrically arranged on both sides of the inner arc of the energy-gathering cover tube, and the length of the short hook buckles is the same as that of the energy-gathering cover tube.

3. The energy shaped hydraulic blasting device according to claim 1, characterized in that: The shaped charge tube comprises: The shaped charge tube is a hollow crescent-shaped tube with a water injection hole. The outer arc end of the shaped charge tube is provided with a water injection hole, and a water injection port plug is installed on the water injection hole; Two rows of arc-shaped slots are symmetrically arranged on both sides of the inner arc of the shaped charge tube. The arc-shaped slots are outwardly curved and have the same length as the shaped charge tube. The slot structure of the arc-shaped slots matches the short hook buckle of the shaped charge cover tube.

4. The energy shaped water pressure blasting device according to claim 1, 2 or 3, characterized in that: The water injection port plugging head comprises: Water injection hole plug, rubber gasket and plug hollow yield area; The cross section of the plug of the water injection hole plug inserted into the water injection hole is trapezoidal, the length of the median line of the top of the trapezoidal plug is consistent with the diameter of the water injection hole, the necking section in the middle of the water injection hole plug is a cylinder with the same diameter as the water injection hole, and the tail of the water injection hole is a disc for positioning; The trapezoidal plugging block inserted into the water injection hole has a hollow structure inside, forming a hollow pressure relief area of ​​the plugging block; A rubber gasket is arranged on the top of the necked section of the water injection hole plug. After the water injection hole plug is inserted into the water injection hole, the rubber gasket is in a compressed state, so that the trapezoidal plugging block can be fixed in the water injection hole.

5. A method for constructing rock anchor beams in underground powerhouses, characterized in that: The method comprises the following steps: After the excavation of the first floor of the underground powerhouse is completed, drilling construction is carried out on the rock wall beam and rock platform layer to form pre-crack holes in the side wall and blasting holes for the middle groove ladder section; The side wall pre-splitting holes of the rock wall beam and rock platform layer are pre-splitting blasted by charging the shaped energy hydraulic blasting device as described in claims 1 to 4, and then the middle groove step blasting holes of the rock wall beam and rock platform layer are step blasted; After the blasting excavation of the middle slotting bench section is completed, blasting holes are drilled on the smooth surface of the rock platform to form vertical blasting holes and oblique blasting holes; The energy-gathering hydraulic blasting device is loaded with explosives and sent into vertical blasting holes and inclined blasting holes. The energy-gathering direction is adjusted to be consistent with the horizontal direction of the designed contour surface of the side wall, and then network detonation is performed to complete the blasting and excavation construction of the rock wall beam and rock platform layer.

6. The underground powerhouse rock anchor beam construction method according to claim 5, characterized in that: The drilling construction on the rock wall beam and rock platform layer includes: Construction of pre-crack holes in the side walls and blasting holes in the middle slotted steps; The side wall pre-splitting hole construction includes drilling with the inner side wall of the preset rock anchor beam platform as the boundary, and the pre-splitting blasting drilling hole takes the lower turning point of the rock anchor beam platform as the midpoint; the spacing between adjacent pre-splitting blasting drilling holes is 0.6-1.0m, and the actual pre-splitting blasting drilling depth and spacing are determined according to the rock mass integrity classification. When the rock mass integrity is low, a smaller drilling depth and blast hole spacing are used; The middle slotting terrace blasting hole construction includes main blasting holes and slotting holes, which are drilled using a hydraulic drill. The main blasting holes and the slotting holes have a diameter of 90 mm and a spacing of 1.5 m.

7. The underground powerhouse rock anchor beam construction method according to claim 5, characterized in that: The method of using the shaped energy hydraulic blasting device as claimed in claims 1 to 4 to charge and then perform pre-splitting blasting comprises: Water is injected into the energy-gathering cover tube and the energy-gathering charge tube through the water injection hole. When injecting water, the end of the water injection hole is slightly lifted to ensure that the hollow crescents of the energy-gathering cover tube and the energy-gathering charge tube are filled with water. After the water injection is completed, the water injection hole is blocked with a water injection hole plug; Carry out emulsion explosive loading, cut emulsion explosive, and insert digital electronic detonator into the cut emulsion explosive; Digital electronic detonators and emulsion explosives are loaded at intervals in the explosive loading area. The detonator foot lines are set in the energy jet formation areas on both sides. The detonating cord is placed in the explosive loading area. When loading at intervals, rectangular foam is placed between the emulsion explosives to prevent the emulsion explosives from moving in the explosive loading area. Buckle the shaped charge tube with the shaped charge tube, and seal and tie the bottom of the charge tube to prevent the emulsion explosive and detonator at the bottom from falling out. After the blasting device is assembled, it is sent into the pre-cracking hole of the side wall, connected to the blasting network, and the blasting direction is adjusted to keep it consistent with the horizontal direction of the designed contour surface of the side wall. Detonation is then carried out to complete the pre-cracking of the side wall.

8. The underground powerhouse rock anchor beam construction method according to claim 5, characterized in that: The method of drilling blasting holes on the smooth surface of the rock platform includes: Drilling of vertical and diagonal holes for smooth blasting of rock platforms; The drilling depth of the vertical holes for smooth blasting is 2 to 5 meters, which is determined according to the height of the rock anchor beam of the underground powerhouse. The maximum spacing between the vertical holes for smooth blasting is 0.9 times the resistance line, and a smaller value is taken when the integrity of the rock mass is poor; The drilling depth of the oblique holes on the rock platform is controlled by the slope and horizontal width, and the spacing between the oblique holes on the rock platform is consistent with that of the vertical holes.

9. The underground powerhouse rock anchor beam construction method according to claim 5, characterized in that: The energy-gathering hydraulic blasting device comprises: The length of a single shaped energy hydraulic blasting tube is customized according to the length of the side wall pre-crack hole, vertical hole and inclined hole.

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