Tunnel face excavation equipment and method for controlling over-break and under-break

Abstract

The invention discloses tunnel face excavation equipment and method for controlling over-excavation and under-excavation, the equipment comprises an arc-shaped assembly seat connected through a longitudinal driving piece, a turnover type drilling mechanism is slidably connected to the arc-shaped assembly seat, a traction mechanism is installed between the turnover type drilling mechanism and the arc-shaped assembly seat, and the arc-shaped assembly seat is provided with a hydraulic cylinder. The end, away from the arc-shaped assembling base, of the longitudinal driving piece is fixedly connected to the mounting base, the mounting base is connected with the tunnel construction vehicle through the vertical driving piece connected with the mounting base, a storage box is constructed on the mounting base, and the grouting pipe system is stored in the storage box; according to the method, drilling and grouting reinforcement are conducted on the tunnel face through the equipment, and excavation operation is conducted. By means of the method, the situation that the weak and broken surrounding rock at the arch of the tunnel is unstable and damaged can be effectively avoided, the situation that the tunnel excavation contour is not easily controlled due to breaking and collapse is prevented, the construction difficulty, the construction risk and the initial support construction input are effectively reduced, and the construction effect is greatly improved. The invention is suitable for the technical field of tunnel face excavation.

Description

Technical Field

[0001] The invention belongs to the technical field of tunnel excavation construction, and in particular, relates to a tunnel face excavation device and method for controlling over-excavation and under-excavation. Background Art

[0002] With the continuous improvement of transportation infrastructure, the scale of tunnel projects has gradually expanded, and the probability of tunnel construction passing through some special geological areas is getting higher and higher. In particular, tunnel construction passes through the epicenter area and fault zone of the earthquake, and the surrounding neotectonic movement is strong, which belongs to the carbonaceous phyllite stratum in the post-seismic tectonic geological zone. The stratum structure is loose, the joints and fissures are well developed, the surrounding rock is significantly affected by the cutting of the structural surface and weathering, and the integrity is poor. After the tunnel is excavated, the surrounding rock has poor self-stabilization ability, and the surrounding rock is prone to fall and collapse at the excavation contour, resulting in the excavation contour being broken and unformed, which is very likely to cause over-excavation and under-excavation of the tunnel. In order to reduce the impact on the surrounding environment, non-explosive excavation is generally used when constructing tunnels in areas with high environmental protection requirements. Hydraulic breaker excavation is a non-explosive excavation method for tunnels. This method uses an excavator equipped with a hydraulic breaker to directly impact and crush the surrounding rock on the face according to the tunnel excavation contour line measured and laid out. The advantages of this method are that it has little impact on surrounding buildings, low cost, and simple construction organization and procedures. However, for relatively soft and broken strata and when the surrounding rock integrity is poor, the impact crushing process can easily cause the surrounding rock at the excavation contour to become unstable, resulting in debris and collapse, making it difficult to control over-excavation and under-excavation of the tunnel. Summary of the invention

[0003] The present invention provides a tunnel face excavation device and method for controlling over-break and under-break. Compared with the traditional hydraulic breaker mechanical excavation, the device and method can effectively avoid the instability and damage of the weak and broken surrounding rock of the tunnel arch, prevent the occurrence of debris and collapse that is not conducive to controlling the tunnel excavation contour, effectively reduce the construction difficulty, construction risk and initial support construction investment, and greatly improve the construction efficiency.

[0004] To achieve the above purpose, the technical solution adopted by the present invention is as follows: A tunnel face excavation device for controlling over-excavation and under-excavation comprises an arc-shaped assembly seat connected by a longitudinal drive member, the arc-shaped assembly seat is bent and extended along the excavation contour line of the tunnel, a flip-type drilling mechanism is slidably connected to the arc-shaped assembly seat, a traction mechanism is installed between the flip-type drilling mechanism and the arc-shaped assembly seat, the flip-type drilling mechanism slides along the extension direction of the arc-shaped assembly seat by being pulled by the traction mechanism, one end of the longitudinal drive member away from the arc-shaped assembly seat is fixedly connected to the mounting seat, and the mounting seat is connected to a tunnel construction vehicle via a vertical drive member connected thereto, a storage box is constructed on the mounting seat, and a grouting pipe system is stored in the storage box.

[0005] Furthermore, the arc-shaped assembly seat includes an arc-shaped seat body, and an arc-shaped slide groove is constructed at one end of the arc-shaped seat body away from the tunnel excavation surface. The arc-shaped slide groove bends and extends along the excavation contour line. The flip drilling mechanism is slidingly connected to the arc-shaped seat body through the arc-shaped slide groove. Two fixed plates are symmetrically constructed on the arc-shaped seat body. The number of longitudinal driving members is two, and they are respectively connected and fixed to the two fixed plates.

[0006] Furthermore, avoidance portions are respectively formed at both ends of the arc-shaped seat body, and a plurality of restraining holes are opened on the arc-shaped seat body and between the two avoidance portions. These restraining holes penetrate the arc-shaped seat body at intervals along the excavation contour line and are connected with the arc-shaped slide groove; the grouting pipe system includes a plurality of hard grouting branch pipes that are connected with the rubber grouting main pipe at intervals, and each of the hard grouting branch pipes can be tightened in the corresponding restraining hole.

[0007] Furthermore, a rubber grouting layer is fixed to one end of the arc-shaped seat body close to the tunnel excavation surface, and a restraining sleeve is constructed on the rubber grouting layer and located at each restraining hole. Each restraining sleeve is constructed at the inner wall of the corresponding restraining hole, and an air expansion cavity is formed between the rubber grouting layer and the arc-shaped seat body, and the air expansion cavity connects the outer wall of the restraining sleeve and the inner wall of the restraining hole.

[0008] Furthermore, an extension edge extending radially outward is constructed on the outer peripheral edge of the arc-shaped seat body, and a plurality of guide pulleys are connected to the extension edge in an interval-rotatable manner along its extension direction; the traction mechanism includes a winch arranged below the arc-shaped seat body, and two steel wire ropes are respectively wound on the winch in forward and reverse directions, and the ends of the two steel wire ropes away from the winch are respectively guided by corresponding guide pulleys and then connected to the flip drilling mechanism.

[0009] Furthermore, the flip-type drilling mechanism includes an arc-shaped sliding seat slidably assembled on the arc-shaped assembly seat, an adapter seat is constructed on the arc-shaped sliding seat, connecting ears are symmetrically constructed on both sides of the adapter seat, and the two connecting ears are respectively connected to the traction mechanism. A plurality of flip-type rotary units are installed at intervals along the extension direction of the arc-shaped sliding seat at one end of the arc-shaped sliding seat away from the tunnel excavation surface, and a plurality of drilling rods are assembled one by one on the plurality of flip-type rotary units.

[0010] Furthermore, a plurality of pivot seats are spaced apart on the arc-shaped sliding seat along its extending direction, the flip-type rotary unit is pivotally connected to the corresponding pivot seats via a pivot axis, and an angle limiting unit is constructed between the pivot seat and the flip-type rotary unit.

[0011] Furthermore, the flip-type rotary unit includes a hydraulic motor pivotally connected to the pivot ear through a pivot shaft, and a transmission worm is coaxially connected to the output shaft of the hydraulic motor. The transmission worm is transmission-connected to the transmission worm wheel, and the transmission worm and the transmission worm wheel are respectively assembled in a worm housing and a worm wheel housing, and the worm housing and the worm wheel housing are connected and fixed, and the worm housing is fixed to the hydraulic motor, and an assembly opening that passes through the worm wheel housing is opened at the center of the transmission worm wheel, and a sleeve-shaped adjustment seat is detachably connected in the assembly opening.

[0012] Furthermore, the angle limiting unit includes a limiting gear coaxially assembled on one end of the pivot shaft, the limiting gear is coaxially assembled in the limiting inner gear ring, and the multiple first limiting teeth of the limiting gear and the multiple second limiting teeth of the limiting inner gear ring are engaged with each other, and two connecting wings are symmetrically constructed on the limiting inner gear ring, and two guide rods respectively move through the two connecting wings, one end of each guide rod is fixed to the pivot seat, and a connecting spring is mounted on the outer side of the guide rod, and the two ends of the connecting spring are respectively connected to the pivot seat and the connecting wing.

[0013] The present invention also discloses a method for controlling over-break and under-break of a tunnel face excavation device using the above-mentioned device, comprising the following steps: Step 1. Flip the flip drilling mechanism to the outer peripheral side of the arc-shaped assembly seat, and install at least one drilling rod on the flip drilling mechanism; Step 2. Control the action of the flip drilling mechanism and the longitudinal driving member at the same time, so that the drilling rod drills the outside of the excavation contour until the arc-shaped assembly seat contacts the tunnel excavation surface; Step 3. Control the longitudinal drive member to drive the arc-shaped assembly seat to return to its original position, and then control the traction mechanism to pull the flip drilling mechanism to slide along the arc-shaped assembly seat for a predetermined distance; Step 4. Repeat steps 2 and 3 until a plurality of first boreholes are evenly drilled on the tunnel excavation surface and outside the excavation contour line; Step 5. Assemble the grouting pipe system on the arc-shaped assembly seat and connect it with each first borehole, and then perform grouting operation; Step 6. After the grouting is completed, the grouting pipe system is removed, and then the flip drilling mechanism is flipped to the inner circumference side of the arc-shaped assembly seat, and at least one drilling rod is installed on the flip drilling mechanism; Step 7. Repeat steps 2 and 3 until multiple second boreholes are evenly drilled on the tunnel excavation surface and inside the excavation contour line, and the first boreholes and the second boreholes are staggered with each other, assemble the grouting pipe system on the arc-shaped assembly seat, and connect with each second borehole, and then perform grouting operation; Step 8. Control the vertical driving member to move so that the flip drilling mechanism is located at the excavation contour line, and install at least one drilling rod on the flip drilling mechanism; Step 9. Repeat Step 2 and Step 3 until a plurality of third boreholes are evenly drilled on the tunnel excavation surface and located on the excavation contour line; Step 10. Finally, excavate the tunnel face and clean up the gravel.

[0014] Due to the adoption of the above structure, the technical progress achieved by the present invention compared with the prior art is that: the present invention locates the excavation contour line through the total station, and through the cooperation of the flip drilling mechanism, the longitudinal drive member and the traction mechanism, the outer side and the inner side of the excavation contour line are drilled at intervals to form a plurality of first boreholes and a plurality of second boreholes respectively, and the tilt angle of the flip drilling mechanism is adjusted according to the demand to adjust the tilt angle of the first borehole and / or the second borehole drilled. Due to the adjustment of the tilt angle of the first borehole and / or the second borehole, it is ensured that the slurry can penetrate more comprehensively during the subsequent grouting of the face in different situations, and it is ensured that after the slurry solidifies, its sufficiency in reinforcing the face is improved. After the first borehole is drilled, the grouting pipe system is used to grout into the surrounding rock through these first boreholes, and the KBY-50 / 70 grouting pump is used to inject P.O42.5 ordinary silicate cement slurry. Before grouting, the sediment in the grouting pipe system is flushed to ensure the patency of the grouting channel. The grouting sequence adopts the synchronous grouting method, so that the grouting can be completed only when the single-hole grouting pressure of each first borehole reaches the design requirement value. During the grouting construction, the state of the construction support working surface is carefully observed, and the grouting records are kept to facilitate the analysis and improvement of the grouting operation. The grouting parameters are adjusted according to the grouting test results and the on-site conditions. After the grouting construction of the first borehole is completed and initially set, the drilling operation of the second borehole is carried out. After the drilling is completed, the above-mentioned grouting pipe system, grouting pump and slurry are used to synchronously grout all the second boreholes. Since the grouting method of the first borehole or the second borehole is synchronous grouting, on the one hand, the efficiency of grouting is improved, and on the other hand, the slurry is ensured to penetrate evenly into the tunnel face, so as to achieve the purpose of overall reinforcement of the tunnel face. In addition, the present invention adopts a flip drilling mechanism to accurately control the spacing between the first boreholes, the spacing between the second boreholes, and the relative position between the first borehole and the second borehole, so as to avoid the destruction of the overall structural strength of the face during the drilling process and the occurrence of local instability of the surrounding rock. The present invention drills multiple third boreholes (excavation auxiliary holes) along the excavation contour line. When the hydraulic breaker impacts and breaks the edge of the excavation face, the surrounding rock is disturbed by the impact. At this time, the excavation auxiliary holes that are closer will produce stress concentration. Since the splitting grouting reinforcement has been carried out before, the surrounding rock mass is wrapped and solidified by the slurry to form a whole with a certain strength. The cracks caused by stress concentration will be generated along each excavation auxiliary hole and gradually penetrate, thus forming a regular excavation contour surface. It avoids the situation where the rock mass that should not be excavated is broken and falls due to the excessive impact force of the hydraulic breaker, resulting in over-excavation of the tunnel. Due to the previous grouting reinforcement, the rock and soil at the excavation contour surface have a certain strength of self-stabilization ability. If the tunnel is under-excavated, it can be directly chiseled and broken by a hydraulic breaker, without worrying about the domino-like crushing and collapse of the surrounding rock due to excessive impact force.In summary, the present invention can effectively avoid the instability and damage of the soft and broken surrounding rock of the tunnel arch, prevent the occurrence of debris and collapse that is not conducive to controlling the tunnel excavation profile, effectively reduce the construction difficulty, construction risk and initial support construction investment, and greatly improve the construction efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] The accompanying drawings are used to provide further understanding of the present invention and constitute a part of the specification. They are used to explain the present invention together with the embodiments of the present invention and do not constitute a limitation of the present invention.

[0016] In the attached picture: Figure 1 It is a structural schematic diagram of an embodiment of the present invention; Figure 2 It is a structural schematic diagram of the arc-shaped assembly seat, the flip-type drilling mechanism and the traction mechanism according to an embodiment of the present invention; Figure 3 This is a schematic structural diagram of an arc-shaped assembly seat according to an embodiment of the present invention; Figure 4 It is a partial structural cross-sectional view of the arc-shaped assembly seat according to an embodiment of the present invention; Figure 5 It is a structural schematic diagram of a flip-type drilling mechanism according to an embodiment of the present invention; Figure 6 It is a partial structural schematic diagram of the flip drilling mechanism according to an embodiment of the present invention; Figure 7 for Figure 6 A magnified view of the structure of the middle A part; Figure 8 It is an exploded view of the local structure of the flip drilling mechanism according to an embodiment of the present invention; Fig. 9 It is a schematic diagram of the structure of the embodiment of the present invention connected with the grouting pipe system; Fig.10 It is a structural schematic diagram of a grouting pipe system according to an embodiment of the present invention; Fig.11 It is a construction flow chart of an embodiment of the present invention; Fig.12 It is a layout diagram of the first borehole and the second borehole in an embodiment of the present invention; Fig.13 This is a layout diagram of the third drilling hole in an embodiment of the present invention; Fig.14 This is a sequence diagram of tunnel face excavation according to an embodiment of the present invention.

[0017] Labeled parts: 100-arc-shaped assembly seat, 101-arc-shaped seat body, 102-arc-shaped slide, 103-fixed plate, 104-extension edge, 105-guide pulley, 106-binding hole, 107-rubber stop layer, 108-binding sleeve, 109-inflating chamber, 200-flip drilling mechanism, 201-arc-shaped sliding seat, 202-adapter seat, 203-connecting ear, 204-pivot seat, 205-flip rotary unit, 2051-hydraulic motor, 2052-worm housing, 2053-worm wheel housing, 2054-assembly port, 2055-sleeve-shaped adjustment seat, 2056-fixed flange, 2057-installation port, 206-angle Degree limiting unit, 2061-pivot shaft, 2062-limiting gear, 2063-limiting inner gear ring, 2064-connecting wing, 2065-guide rod, 2066-connecting spring, 300-winch, 400-wire rope, 500-mounting seat, 600-longitudinal drive member, 700-storage box, 800-vertical drive member, 900-grouting pipe system, 901-rubber grouting main pipe, 902-grouting joint, 903-joint pipe, 904-hard grouting branch pipe, 905-insertion tip, 906-grouting hole, 1000-first borehole, 1001-second borehole, 1002-third borehole, 1100-excavation contour line. DETAILED DESCRIPTION

[0018] The preferred embodiments of the present invention are described below in conjunction with the accompanying drawings. It should be understood that the preferred embodiments described herein are only used to illustrate and explain the present invention, and are not used to limit the present invention.

[0019] The present invention discloses a tunnel face excavation device for controlling over-break and under-break, such as Figure 1-14As shown, it includes an arc assembly seat 100, a longitudinal drive member 600, a flip drilling mechanism 200, a traction mechanism, a mounting seat 500, a vertical drive member 800 and a grouting pipe system 900, wherein the longitudinal drive member 600 and the vertical drive member 800 are hydraulic cylinders. Among them, one end of the longitudinal drive member 600 is connected to the arc assembly seat 100, and the other end of the longitudinal drive member 600 is fixedly connected to the mounting seat 500. The arc assembly seat 100 is bent and extended along the excavation contour line 1100 of the tunnel, the flip drilling mechanism 200 is slidably connected to the arc assembly seat 100, and the traction mechanism is installed between the flip drilling mechanism 200 and the arc assembly seat 100. The flip drilling mechanism 200 is pulled by the traction mechanism, so that the flip drilling mechanism 200 slides along the extension direction of the arc assembly seat 100. The mounting seat 500 of the present invention is connected to the tunnel construction vehicle via a vertical driving member 800 connected thereto. A storage box 700 is constructed on the mounting seat 500 , and the grouting pipe system 900 is stored in the storage box 700 . The working principle and advantages of the present invention are as follows: the present invention locates the excavation contour line 1100 by means of a total station, and performs interval drilling on the outer side and the inner side of the excavation contour line 1100 through the cooperation of a flip-type drilling mechanism 200, a longitudinal driving member 600 and a traction mechanism, so as to form a plurality of first boreholes 1000 and a plurality of second boreholes 1001 respectively, and adjusts the inclination angle of the flip-type drilling mechanism 200 as required to adjust the inclination angle of the drilled first borehole 1000 and / or the second borehole 1001. Due to the adjustment of the inclination angle of the first borehole 1000 and / or the second borehole 1001, it is ensured that during the subsequent grouting of the face under different conditions, the slurry can penetrate more comprehensively, and it is ensured that after the slurry solidifies, its sufficiency in reinforcing the face is improved. After the first borehole 1000 is drilled, the grouting pipe system 900 is used to inject grout into the surrounding rock through these first boreholes 1000, and the KBY-50 / 70 grouting pump is used to inject P.O42.5 ordinary silicate cement slurry. Before grouting, the sediment in the grouting pipe system 900 is flushed to ensure the smoothness of the grouting channel. The grouting sequence adopts the synchronous grouting method, so that the grouting pressure of each single hole of each first borehole 1000 reaches the design requirement value before the grouting can be completed. During the grouting construction, the state of the construction support working surface is carefully observed, and the grouting records are kept to facilitate the analysis and improvement of the grouting operation. The grouting parameters are adjusted according to the grouting test results and the on-site conditions. After the grouting construction of the first borehole 1000 is completed and initially set, the drilling operation of the second borehole 1001 is carried out. After the drilling is completed, the above-mentioned grouting pipe system 900, grouting pump and slurry are used to synchronously grout all the second boreholes 1001. Since the grouting method of the first borehole 1000 or the second borehole 1001 is synchronous grouting, on the one hand, the efficiency of grouting is improved, and on the other hand, the slurry is ensured to penetrate evenly into the tunnel face, thereby achieving the purpose of overall reinforcement of the tunnel face.Moreover, the present invention adopts a flip-type drilling mechanism 200 to accurately control the spacing between the first boreholes 1000, the spacing between the second boreholes 1001, and the relative position between the first borehole 1000 and the second borehole 1001, thereby avoiding the destruction of the overall structural strength of the face during the drilling process and the occurrence of local instability of the surrounding rock. The present invention drills multiple third boreholes 1002 (excavation auxiliary holes) along the excavation contour line 1100. When the hydraulic breaker impacts and breaks the edge of the excavation face, the surrounding rock is disturbed by the impact. At this time, the excavation auxiliary holes that are closer will produce stress concentration. Since the splitting grouting reinforcement has been carried out before, the surrounding rock mass is wrapped and solidified by the slurry to form a whole with a certain strength. The cracks caused by stress concentration will crack along each excavation auxiliary hole and gradually penetrate, thus forming a regular excavation contour surface. It avoids the situation that the rock mass that should not be excavated is broken and falls due to the excessive impact force of the hydraulic breaker, resulting in over-excavation of the tunnel. Due to the previous grouting reinforcement, the rock and soil at the excavation contour surface has a certain strength of self-stabilization ability. If the tunnel is under-excavated, a hydraulic breaker can be used to directly chisel and crush it, without having to worry about the surrounding rock domino-like collapse due to excessive impact force. In summary, the present invention can effectively avoid the instability and damage of the weak and broken surrounding rock of the tunnel arch, prevent the occurrence of debris and collapse that is not conducive to controlling the tunnel excavation contour, effectively reduce the construction difficulty, construction risk and initial support construction investment, and greatly improve the construction efficiency.

[0020] As a preferred embodiment of the present invention, Figure 3 , 4 As shown, the arc-shaped assembly seat 100 includes an arc-shaped seat body 101, and an arc-shaped chute 102 is constructed at one end of the arc-shaped seat body 101 away from the tunnel excavation surface. The arc-shaped chute 102 bends and extends along the excavation contour line 1100, and the flip drilling mechanism 200 is slidably connected with the arc-shaped seat body 101 through the arc-shaped chute 102. Two fixed plates 103 are symmetrically constructed on the arc-shaped seat body 101, and the number of longitudinal driving members 600 is two, and the two longitudinal driving members 600 are respectively connected and fixed to the two fixed plates 103. In this embodiment, avoidance parts are formed at both ends (two free ends) of the arc-shaped seat body 101, and a plurality of restraining holes 106 are opened on the arc-shaped seat body 101 and located between the two avoidance parts. These restraining holes 106 penetrate the arc-shaped seat body 101 at intervals along the excavation contour line 1100, and each restraining hole 106 is connected to the arc-shaped chute 102. When the drilling is completed and grouting is required, the traction mechanism is controlled to pull the flip drilling mechanism 200 to move it to one of the avoidance portions to prevent the flip drilling mechanism 200 from blocking the binding hole 106. Fig. 9 , 10As shown, the grouting pipe system 900 of this embodiment includes a rubber grouting main pipe 901 and multiple hard grouting branch pipes 904. A grouting joint 902 is constructed at one end of the rubber grouting main pipe 901. Multiple joint pipes 903 are connected to the rubber grouting main pipe 901 at intervals, and each joint pipe 903 is connected to the corresponding hard grouting branch pipe 904. An insertion tip 905 is constructed at one end of each hard grouting branch pipe 904 away from the rubber grouting main pipe 901, and grouting holes 906 are distributed on the peripheral wall of the hard grouting branch pipe 904. Each hard grouting branch pipe 904 can be tightened in the corresponding binding hole 106, and its insertion tip 905 is gradually inserted from the outer end of the first borehole 1000 or the second borehole 1001; specifically, the arc assembly seat 100 is driven to move toward the tunnel excavation surface by controlling the longitudinal drive member 600 until the hard grouting branch pipe 904 is inserted into the first borehole 1000 or the second borehole 1001, and the arc assembly seat 100 abuts against the tunnel excavation surface. Then, the grouting operation is carried out. Since the arc assembly seat 100 abuts against the tunnel excavation surface, the grouting slurry is restricted to prevent the slurry from overflowing from the tunnel excavation surface. Furthermore, since the overflowing slurry is confined to the tunnel excavation surface, a hard shell is formed on the tunnel excavation surface. During subsequent excavation operations, the tunnel excavation surface is less likely to collapse.

[0021] As a preferred embodiment of the present invention, Figure 4As shown, a rubber stop grouting layer 107 is fixed to one end of the arc-shaped seat body 101 close to the tunnel excavation surface, and a restraining sleeve 108 is constructed on the rubber stop grouting layer 107 and at each restraining hole 106. Each restraining sleeve 108 is constructed at the inner wall of the corresponding restraining hole 106. An air expansion cavity 109 is formed between the rubber stop grouting layer 107 and the arc-shaped seat body 101, and the air expansion cavity 109 communicates with the outer wall of the restraining sleeve 108 and the inner wall of the restraining hole 106. In this embodiment, an air intake joint and an air exhaust joint (not shown in the figure) are respectively constructed on the two free ends of the arc-shaped seat body 101, and the air intake joint and the air exhaust joint are both communicated with the air expansion cavity 109. In this embodiment, the air expansion chamber 109 is inflated so that the restraint sleeve 108 tightens the hard grouting branch pipe 904, so that when the vertical driving member 800 drives the arc assembly seat 100 to move, the hard grouting branch pipe 904 moves with the arc assembly seat 100 and is gradually inserted into the first borehole 1000 or the second borehole 1001; and when the first borehole 1000 or the second borehole 1001 is in an inclined state, the restraint sleeve 108 has a certain elasticity, so that the hard grouting branch pipe 904 is inserted along the extension direction of the first borehole 1000 or the second borehole 1001. When the arc assembly seat 100 moves to the tunnel excavation surface, the rubber grouting layer 107 elastically contacts the tunnel excavation surface, so that the rubber grouting layer 107 fully adapts to the corresponding part of the uneven tunnel excavation surface, ensuring that the slurry overflowing from this area of ​​the tunnel excavation surface is blocked by the rubber grouting layer 107. In this embodiment, the pressure gas in the inflation chamber 109 is discharged by opening the exhaust joint, so that the restraining sleeve 108 releases the tightening of the hard grouting branch pipe 904.

[0022] As a preferred embodiment of the present invention, Figure 2 , 3 As shown, an extension edge 104 is constructed on the outer peripheral edge of the arc-shaped seat body 101, and the extension edge 104 extends outward along the radial direction of the arc-shaped seat body 101. A plurality of guide pulleys 105 are connected to the extension edge 104 in a rotational manner at intervals along the extension direction. The traction mechanism of this embodiment includes a winch 300, which is arranged below the arc-shaped seat body 101. Two steel wire ropes 400 are respectively wound on the winch 300 in positive and negative directions, and the ends of the two steel wire ropes 400 away from the winch 300 are respectively guided by corresponding guide pulleys 105 and then connected to the flip drilling mechanism 200. This embodiment controls the action of the winch 300 to unwind one of the steel wire ropes 400 and reel in the other steel wire rope 400, thereby achieving the purpose of pulling the flip drilling mechanism 200 to slide along the arc-shaped assembly seat 100, and under the action of the guide pulley 105, the purpose of smoothly guiding the steel wire rope 400 is achieved to avoid jamming and the like during the pulling process.

[0023] As a preferred embodiment of the present invention, Figure 5-8 As shown, the flip drilling mechanism 200 includes an arc-shaped sliding seat 201 and a plurality of flip rotary units 205. The arc-shaped sliding seat 201 is slidably assembled in the arc-shaped slide groove 102 of the arc-shaped assembly seat 100, and a transfer seat 202 is constructed on the arc-shaped sliding seat 201. Connecting ears 203 are symmetrically constructed on both sides of the transfer seat 202, and the two connecting ears 203 are respectively connected and fixed to two steel wire ropes 400 of the traction mechanism. The plurality of flip rotary units 205 described in this embodiment are all installed at one end of the arc-shaped sliding seat 201 away from the tunnel excavation surface. These flip rotary units 205 are evenly arranged along the extension direction of the arc-shaped sliding seat 201, and a plurality of drilling rods are assembled one by one on the plurality of flip rotary units 205. This embodiment controls the synchronous movement of these flip rotary units 205 and controls the longitudinal driving member 600 to move toward the tunnel excavation surface, thereby realizing that a plurality of drilling rods synchronously perform rotary drilling on the tunnel excavation surface. And according to the interval of the drilled holes (the first drilled hole 1000, the second drilled hole 1001 or the third drilled hole 1002), the predetermined angle of the arc-shaped sliding seat 201 is adjusted so that the interval between the holes reaches the expected value.

[0024] As a preferred embodiment of the present invention, Figure 6-8As shown, a plurality of pivot seats 204 are spaced apart along the extending direction of the arc-shaped sliding seat 201, and the flip-type rotary unit 205 is pivoted with the corresponding pivot seats 204 through a pivot shaft 2061, and an angle limiting unit 206 is constructed between the pivot seat 204 and the flip-type rotary unit 205. Specifically, the flip-type rotary unit 205 includes a hydraulic motor 2051, a transmission worm, a transmission worm wheel, a worm housing 2052 and a worm wheel housing 2053. The hydraulic motor 2051 is pivoted with the pivot ear through the pivot shaft 2061, the transmission worm is coaxially connected to the output shaft of the hydraulic motor 2051, the transmission worm is connected to the transmission worm wheel, the transmission worm and the transmission worm wheel are respectively assembled in the worm housing 2052 and the worm wheel housing 2053, the worm housing 2052 and the worm wheel housing 2053 are connected and fixed, and the worm housing 2052 is fixed to the hydraulic motor 2051. In this embodiment, an assembly opening 2054 penetrating the worm housing 2053 is provided at the center of the transmission worm gear, and a sleeve-shaped adjustment seat 2055 is detachably connected in the assembly opening 2054, so as to adjust the diameter of the assembly opening 2054, thereby assembling drilling rods or hard grouting branches 904 of different radial lengths. The sleeve-shaped adjustment seat 2055 of this embodiment includes two sleeve-shaped bodies, which extend into the assembly opening 2054 from both ends of the assembly opening 2054, and fixed flanges 2056 are respectively constructed at the ends of the two sleeve-shaped bodies away from each other, and each fixed flange 2056 is detachably connected to the corresponding end face of the worm housing 2053, and an installation opening 2057 is formed in the middle of each sleeve-shaped body, and the installation opening 2057 is used to assemble the drilling rod or the hard grouting branch 904, and the drilling rod or the hard grouting branch 904 is fixed to the sleeve-shaped body or the worm housing 2053 by bolts. The angle limiting unit 206 of this embodiment includes a limiting gear 2062, a limiting inner gear ring 2063, two guide rods 2065 and two connecting springs 2066, wherein the limiting gear 2062 is coaxially assembled on one end of the pivot shaft 2061, the limiting gear 2062 is coaxially assembled in the limiting inner gear ring 2063, and the multiple first limiting teeth of the limiting gear 2062 and the multiple second limiting teeth of the limiting inner gear ring 2063 are engaged with each other to achieve the locking of the relative positions of the two. Two connecting wings 2064 are symmetrically constructed on the limiting inner gear ring 2063, and two guide rods 2065 are respectively movable through the two connecting wings 2064, one end of each guide rod 2065 is fixedly connected to the pivot seat 204, and two connecting springs 2066 are respectively sleeved on the outside of the two guide rods 2065, and the two ends of each connecting spring 2066 are respectively connected to the pivot seat 204 and the connecting wing 2064.In this embodiment, the connecting wing 2064 is pulled away from the pivot seat 204 to allow the limiting inner gear ring 2063 to disengage from the limiting gear 2062. At this time, the angle between the flip rotary unit 205 and the arc-shaped assembly seat 100 is adjusted, and the adjustment range is 0°-180°. After the adjustment is completed, the connecting wing 2064 is released, and under the action of the connecting spring 2066, the limiting gear 2062 and the limiting inner gear ring 2063 engage with each other.

[0025] The present invention also discloses a method for controlling over-break and under-break tunnel face excavation equipment, such as Figure 11-14 As shown, the following steps are included: Step 1. Flip the flip drilling mechanism 200 to the outer peripheral side of the arc-shaped assembly seat 100, install at least one drilling rod on the flip drilling mechanism 200, and drill the rock at an external insertion angle of 10° to 15°. The hole diameter is 3 to 5 mm larger than the designed catheter diameter; Step 2. Control the flip drilling mechanism 200 to move, and at the same time control the longitudinal drive member 600, so that the drilling rod drills the outside of the excavation contour line 1100 until the arc-shaped assembly seat 100 contacts the tunnel excavation surface; Step 3. Control the longitudinal driving member 600 to drive the arc-shaped assembly seat 100 to return to its original position, and then control the traction mechanism to pull the flip drilling mechanism 200 to slide along the arc-shaped assembly seat 100 for a predetermined distance; Step 4. Repeat Step 2 and Step 3 until a plurality of first boreholes 1000 are evenly drilled on the tunnel excavation surface and outside the excavation contour line 1100, and the circumferential spacing of the first boreholes 1000 is 30 cm; Step 5. Assemble the grouting pipe system 900 on the arc-shaped assembly seat 100 and connect it with each first borehole 1000, and then perform grouting operation; Step 6. After the grouting is completed, the grouting pipe system 900 is removed, and then the flip drilling mechanism 200 is flipped to the inner circumference of the arc-shaped assembly seat 100, and at least one drilling rod is installed on the flip drilling mechanism 200; Step 7. Repeat steps 2 and 3 until multiple second boreholes 1001 are evenly drilled on the tunnel excavation surface and inside the excavation contour line 1100, and the first borehole 1000 and the second borehole 1001 are in a mutually staggered state, the depth of the second borehole 1001 is 4m, the diameter of the second borehole 1001 is 42mm, and the slurry diffusion radius is 0.8-1.5m. The grouting pipe system 900 is assembled on the arc-shaped assembly seat 100 and connected with each second borehole 1001, and then the grouting operation is performed; Step 8. Control the vertical driving member 800 to move so that the flip drilling mechanism 200 is located at the excavation contour line 1100, and install at least one drilling rod on the flip drilling mechanism 200; Step 9. Repeat steps 2 and 3 until multiple third boreholes 1002 are evenly drilled on the tunnel excavation surface and on the excavation contour line 1100; the circumferential spacing of the third boreholes 1002 is 10-20 cm, the aperture of the third boreholes 1002 is 42 mm, and the depth of the third boreholes 1002 is 3.5 m. The direction of the third boreholes 1002 is the tunnel axis direction, and no heterodyne angle is set; and in this embodiment, the circumferential spacing of the third boreholes 1002 can be appropriately reduced according to the area with higher rock strength, and the density of the boreholes can be increased.

[0026] Step 10. Finally, the tunnel face is excavated, that is, the first step is to create an open face by cutting the center groove, the second step is to excavate the middle part, and the third step is to plan the perimeter. Specifically, for the center groove at the bottom of the face, a 490-type high-power breaker is used to cut and excavate the middle area at the bottom of the face. The groove hole area is rectangular, with a length and width of about 2m. The excavation of the groove hole area is a central circular excavation to create an open face. A 490-type hydraulic breaker is used to excavate the central circular face, and the excavation sequence is from bottom to top and from the middle to both sides. During the excavation process, pay attention to using the joints and fissures of the face rock mass for excavation. Using the cracks for impact rock breaking is more efficient and can reduce the wear and tear of the hydraulic breaker drill rod. After most of the face is excavated by the 490-type hydraulic breaker, the 360-type low-power hydraulic breaker enters the construction site to crush and excavate the tunnel contour surface. While the tunnel contour surface is being excavated with low power planing, a 490-type high-power hydraulic breaker is transferred to the rear to excavate the tunnel invert, ensuring mechanical efficiency while achieving synchronous operation of the face and the invert. The 360-type hydraulic breaker impacts and breaks the rock along the pre-drilled excavation auxiliary holes, and the drill rod impacts the rock mass reinforced by grouting near the arch of the face, so that cracks are formed in the excavation auxiliary holes at 1100 of the excavation contour line and penetrate, thereby forming a regular excavation contour surface along the excavation auxiliary holes. After the cracks are penetrated, the hydraulic breaker can excavate and peel them off with low power impact, which increases the construction efficiency of the tunnel face, while ensuring that the tunnel excavation contour meets the requirements and avoiding over-excavation and under-excavation. Then, an excavator and a loader are used to move the rocks and gravel crushed by the hydraulic breaker to the slag truck, and then transport them to the storage point outside the tunnel, achieving the purpose of gravel cleaning.

[0027] Finally, it should be noted that the above is only a preferred embodiment of the present invention and is not intended to limit the present invention. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art can still modify the technical solutions described in the aforementioned embodiments or replace some of the technical features therein with equivalents. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the scope of protection of the claims of the present invention.

Claims

1. A tunnel face excavation device for controlling overbreak and underbreak, characterized in that: It includes an arc-shaped assembly seat connected by a longitudinal drive member, the arc-shaped assembly seat is bent and extended along the excavation contour line of the tunnel, a flip-type drilling mechanism is slidably connected to the arc-shaped assembly seat, a traction mechanism is installed between the flip-type drilling mechanism and the arc-shaped assembly seat, the flip-type drilling mechanism slides along the extension direction of the arc-shaped assembly seat by being pulled by the traction mechanism, one end of the longitudinal drive member away from the arc-shaped assembly seat is fixedly connected to the mounting seat, and the mounting seat is connected to the tunnel construction vehicle via the vertical drive member connected thereto, and a storage box is constructed on the mounting seat, and the grouting pipe system is stored in the storage box.

2. The tunnel face excavation equipment for controlling overbreak and underbreak according to claim 1, characterized in that: The arc-shaped assembly seat includes an arc-shaped seat body, and an arc-shaped slide groove is constructed at one end of the arc-shaped seat body away from the tunnel excavation surface. The arc-shaped slide groove bends and extends along the excavation contour line. The flip drilling mechanism is slidingly connected to the arc-shaped seat body through the arc-shaped slide groove. Two fixed plates are symmetrically constructed on the arc-shaped seat body. There are two longitudinal driving members, which are respectively connected and fixed to the two fixed plates.

3. The tunnel face excavation equipment for controlling overbreak and underbreak according to claim 2, characterized in that: Avoidance portions are respectively formed at both ends of the arc-shaped seat body, and a plurality of restraining holes are opened on the arc-shaped seat body and between the two avoidance portions. These restraining holes penetrate the arc-shaped seat body at intervals along the excavation contour line and are connected with the arc-shaped slide groove; the grouting pipe system includes a plurality of hard grouting branch pipes that are connected with the rubber grouting main pipe at intervals, and each of the hard grouting branch pipes can be tightened in the corresponding restraining hole.

4. The tunnel face excavation equipment for controlling overbreak and underbreak according to claim 3, characterized in that: A rubber grouting layer is fixed to one end of the arc-shaped seat body close to the tunnel excavation surface, and a restraining sleeve is constructed on the rubber grouting layer and at each restraining hole. Each restraining sleeve is constructed at the inner wall of the corresponding restraining hole. An air expansion cavity is formed between the rubber grouting layer and the arc-shaped seat body, and the air expansion cavity connects the outer wall of the restraining sleeve and the inner wall of the restraining hole.

5. The tunnel face excavation equipment for controlling overbreak and underbreak according to claim 2, characterized in that: An extension edge extending radially outward is constructed on the outer peripheral edge of the arc-shaped seat body, and a plurality of guide pulleys are connected to the extension edge in a rotational manner at intervals along the extension direction; the traction mechanism includes a winch arranged below the arc-shaped seat body, and two steel wire ropes are respectively wound on the winch in forward and reverse directions, and the ends of the two steel wire ropes away from the winch are respectively guided by corresponding guide pulleys and then connected to the flip drilling mechanism.

6. The tunnel face excavation equipment for controlling overbreak and underbreak according to claim 1, characterized in that: The flip drilling mechanism includes an arc sliding seat slidably assembled on an arc assembly seat, an adapter seat is constructed on the arc sliding seat, connecting ears are symmetrically constructed on both sides of the adapter seat, and the two connecting ears are respectively connected to the traction mechanism. A plurality of flip rotary units are installed at intervals along the extension direction of the arc sliding seat at one end of the arc sliding seat away from the tunnel excavation surface, and a plurality of drilling rods are assembled one by one on the plurality of flip rotary units.

7. The tunnel face excavation equipment for controlling overbreak and underbreak according to claim 6, characterized in that: A plurality of pivot seats are spaced apart on the arc-shaped sliding seat along its extending direction, the flip-type rotary unit is pivotally connected to the corresponding pivot seats via a pivot axis, and an angle limiting unit is constructed between the pivot seat and the flip-type rotary unit.

8. The tunnel face excavation equipment for controlling overbreak and underbreak according to claim 7, characterized in that: The flip rotary unit includes a hydraulic motor pivotally connected to the pivot ear through a pivot shaft, a transmission worm is coaxially connected to the output shaft of the hydraulic motor, the transmission worm is transmission-connected to the transmission worm wheel, the transmission worm and the transmission worm wheel are respectively assembled in a worm housing and a worm wheel housing, the worm housing and the worm wheel housing are connected and fixed, and the worm housing is fixed to the hydraulic motor, an assembly opening penetrating the worm wheel housing is opened at the center of the transmission worm wheel, and a sleeve-shaped adjustment seat is detachably connected in the assembly opening.

9. The tunnel face excavation equipment for controlling overbreak and underbreak according to claim 7, characterized in that: The angle limiting unit includes a limiting gear coaxially assembled on one end of the pivot shaft, the limiting gear is coaxially assembled in a limiting inner gear ring, and a plurality of first limiting teeth of the limiting gear and a plurality of second limiting teeth of the limiting inner gear ring are engaged with each other, and two connecting wings are symmetrically constructed on the limiting inner gear ring, and two guide rods respectively move through the two connecting wings, one end of each guide rod is fixed to the pivot seat, and a connecting spring is mounted on the outer side of the guide rod, and the two ends of the connecting spring are respectively connected to the pivot seat and the connecting wing.

10. A method for controlling over-break and under-break of a tunnel face excavation device according to any one of claims 1 to 9, characterized in that: The steps include: Step 1. Flip the flip drilling mechanism to the outer peripheral side of the arc-shaped assembly seat, and install at least one drilling rod on the flip drilling mechanism; Step 2. Control the action of the flip drilling mechanism and the longitudinal driving member at the same time, so that the drilling rod drills the outside of the excavation contour until the arc-shaped assembly seat contacts the tunnel excavation surface; Step 3. Control the longitudinal drive member to drive the arc-shaped assembly seat to return to its original position, and then control the traction mechanism to pull the flip drilling mechanism to slide along the arc-shaped assembly seat for a predetermined distance; Step 4. Repeat steps 2 and 3 until a plurality of first boreholes are evenly drilled on the tunnel excavation surface and outside the excavation contour line; Step 5. Assemble the grouting pipe system on the arc-shaped assembly seat and connect it with each first borehole, and then perform grouting operation; Step 6. After the grouting is completed, the grouting pipe system is removed, and then the flip drilling mechanism is flipped to the inner circumference side of the arc-shaped assembly seat, and at least one drilling rod is installed on the flip drilling mechanism; Step 7. Repeat steps 2 and 3 until multiple second boreholes are evenly drilled on the tunnel excavation surface and inside the excavation contour line, and the first boreholes and the second boreholes are staggered with each other, assemble the grouting pipe system on the arc-shaped assembly seat, and connect with each second borehole, and then perform grouting operation; Step 8. Control the vertical driving member to move so that the flip drilling mechanism is located at the excavation contour line, and install at least one drilling rod on the flip drilling mechanism; Step 9. Repeat Step 2 and Step 3 until a plurality of third boreholes are evenly drilled on the tunnel excavation surface and located on the excavation contour line; Step 10. Finally, excavate the tunnel face and clean up the gravel.

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