CN115749807B - Non-circular tunnel tunneling equipment and excavating method - Google Patents

Abstract

The invention provides non-circular tunneling equipment, wherein the front end face of a tunneling machine main body is provided with a plurality of traveling cutterhead devices, the traveling cutterhead devices are provided with rotatable cutting cutterheads, the working faces of the cutting cutterheads face the tunnel face, and the traveling cutterhead devices are also provided with cutterhead sliders; the front end face of the tunneling machine main body is provided with a plurality of sliding ways distributed along the front end face, and the cutterhead slide block moves along the sliding ways driven by the driving device. Excavating an inverted U-shaped annular tunnel in the tunnel by using a heading machine main body with an inverted U-shaped front end surface and a traveling cutter head device; arranging a plurality of grouting holes on the end face of the core rock formed by excavation, connecting a plunger press with the grouting holes by using a pipeline, and injecting a pressure medium into the grouting holes to crush the core rock; setting a milling device behind the broken core rock to level the ground of the tunnel; through the steps, the rapid tunneling of the non-circular tunnel is realized. The invention has simple structure and convenient driving, and can improve the excavation speed by improving the rotation speed.

Description

Non-circular tunnel tunneling equipment and excavating method

Technical Field

The invention relates to the technical field of water conservancy and hydropower tunnel construction, in particular to non-circular tunnel tunneling equipment and an excavation method.

Background

The existing hydraulic tunnel generally has a larger through-flow cross section, and compared with the height, the tunnel with an inverted U shape is generally preferred because the through-flow effect is better due to the larger width, and for surrounding rock states such as surrounding rock with joint development of class IV and below and lamellar weak surfaces, the tunneling speed of the tunnel cannot exceed 3 meters every day. The existing construction mode generally adopts a step method, namely, the upper layer of a tunnel is excavated firstly, partial small guide pipe grouting is carried out at a part of the tunnel, then the lower layer is excavated, the construction method is linear construction, equipment and personnel construction at different stages are mutually influenced, and the construction efficiency is low. And for V-class surrounding rock and below, the supporting structure is in a cantilever stress state by adopting a reverse supporting mode, the bottom is lack of support, and if the situation of blocked construction progress is encountered, the risk of over-design and even collapse of the supporting position deformation is caused. In the prior art, a scheme of adopting a heading machine for construction is also adopted, but the problem that the edge linear speed of a shield cutter head with a large section is far greater than the central line speed exists, and the rotating speed of the cutter head needs to be reduced in order to limit the edge linear speed, so that the construction efficiency is further influenced. In addition, the tunneling efficiency of hard rock in the prior art is lower, and the construction is performed by adopting a drilling and blasting method, so that the problems of safety and tunnel super-undermining are also existed. The technical problem is especially that the geological characteristics are obvious in Fujian, guangxi and Yunnan areas of China for the geological conditions are complex, namely hard rock areas and areas with strong weathering, sandstone and mudstone interlayer areas. Through retrieval, no reference solution exists in the prior construction technology at present.

Disclosure of Invention

The invention aims to solve the technical problems of providing non-circular tunneling equipment and a tunneling method, which can greatly improve tunneling efficiency, have better adaptability to geological conditions, can cope with tunneling of various terrains, are particularly suitable for areas with complex geological conditions, and have lower overall energy consumption.

In order to solve the technical problems, the technical scheme of the invention is as follows: the non-circular tunneling equipment comprises a tunneling machine main body, a plurality of traveling cutterhead devices arranged on the front end face of the tunneling machine main body, rotatable cutting cutterheads arranged on the traveling cutterhead devices, working faces of the cutting cutterheads face a tunnel face, and cutterhead sliding blocks arranged on the traveling cutterhead devices;

the front end face of the tunneling machine main body is provided with a plurality of sliding ways distributed along the front end face, and the cutterhead slide block moves along the sliding ways driven by the driving device.

In the preferred scheme, the front end face is of an inverted U-shaped structure, the outer edge of the front end face is attached to the inner wall of the tunnel, and the inner wall of the front end face is attached to the outer wall of the core rock;

the shape of the slideway is a corresponding inverted U shape;

the moving track of the plurality of travelling cutterhead devices covers the whole front end surface.

In the preferred scheme, the front end face is provided with at least one stage, and the front end face corresponding to each stage is provided with a travelling cutter head device.

In the preferred scheme, the travelling cutterhead device has the structure that a cutterhead sliding block is in sliding connection with a slideway, a cutting cutterhead is fixedly connected with a cutterhead main shaft, and the cutterhead main shaft is connected with a driving device for driving the cutterhead main shaft to rotate;

the cutter head sliding block is also provided with a traveling main shaft along the slideway, the side wall of the slideway is provided with a spiral tooth driving groove, the traveling main shaft is provided with a spiral gear, and the spiral gear is in meshed connection with the spiral tooth driving groove so as to drive the cutter head sliding block to travel along the slideway through the rotation of the spiral gear;

the walking main shaft is connected with a driving device for driving the walking main shaft to rotate.

In the preferred scheme, at least two spiral gears are provided, the number of screw turns of each spiral gear is between 1 and 2, one spiral gear is fixedly connected with the walking main shaft, and the other spiral gear is fixedly connected with the walking main shaft in a position-adjustable mode so as to adjust the gap between the spiral gear and the spiral tooth driving groove.

In the preferred scheme, a plunger press is further arranged in the tunneling machine main body, an output manifold of the plunger press is connected with a pressure medium distributor, the pressure medium distributor is connected with each grouting hole on the core rock through a pipeline, and the plunger press is used for outputting pressure medium to crush the core rock.

In a preferred scheme, a plurality of self-control valves are arranged on the pressure medium distributor and used for controlling the liquid inlet of each pipeline, and a pressure sensor is arranged on each pipeline.

In the preferred scheme, a milling device is further arranged in the tunneling machine main body, a horizontally arranged slideway is arranged on the milling device, a travelling cutterhead device is arranged in the slideway, and a cutterhead slider of the travelling cutterhead device is driven by a driving device to travel along the slideway.

The excavation method adopting the non-circular tunneling equipment comprises the following steps of:

s1, excavating an inverted U-shaped annular tunnel in the tunnel by using a heading machine main body with an inverted U-shaped front end surface by using a traveling cutter head device;

s2, arranging a plurality of grouting holes on the end face of the core rock formed by excavation, wherein the axes of the grouting holes are parallel to the axis of the tunnel, connecting a plunger press with the grouting holes through a pipeline, and injecting pressure medium into the grouting holes to crush the core rock;

s3, setting a milling device after the broken core rock, and leveling the ground of the tunnel by using a travelling cutter head device;

through the steps, the rapid tunneling of the non-circular tunnel is realized.

The excavation method adopting the non-circular tunneling equipment comprises the following steps of:

s01, driving a traveling cutterhead device to excavate a stepped inverted U-shaped annular tunnel in the tunnel by using a tunneling machine main body with an inverted U-shaped front end surface and a stepped platform;

the travelling cutter head device is controlled to move along the slideway, and the whole inverted U-shaped annular tunnel is formed by cutting;

wherein a step-shaped inverted U-shaped annular tunnel near the bottom is firstly excavated;

s02, mounting assembled ground coupling beams at the bottoms of two sides in the tunnel of the first digging part, wherein the assembled ground coupling beams are of prefabricated structures, exposed longitudinal ribs are reserved at two ends of each assembled ground coupling beam, holes are further formed in the assembled ground coupling beams and are fixedly connected with anchor cables, supporting steel frames are mounted on the basis of the assembled ground coupling beams, the supporting steel frames are connected with grouting anchor rods, and net hanging wet spraying supporting is carried out;

s03, continuously installing an upper arched part of a supporting steel frame in the tunnel of the rear digging part, and hanging a net for wet spraying supporting;

performing advanced catheter grouting support at a necessary position;

s04, arranging a plurality of grouting holes on the end face of the core rock formed by excavation, wherein the axes of the grouting holes are parallel to the axis of a tunnel, connecting a plunger press machine with the grouting holes through a pipeline, and injecting pressure medium into the grouting holes in sequence from an outer layer to an inner layer, so that the core rock is crushed in an unconfined state in sequence;

s05, setting a milling device behind the broken core rock, and driving a travelling cutterhead device to horizontally cut so as to level the ground of the tunnel;

through the steps, the rapid tunneling of the non-circular tunnel under the condition of surrounding rock breaking is realized.

According to the non-circular tunneling equipment and the tunneling method, the inverted U-shaped annular tunneling equipment is adopted, so that the mechanical tunneling area is small, only the space meeting the requirement of supporting construction is needed to be excavated, the tunneling efficiency of mechanical equipment is very high, and the energy consumption is low. The structure of the travelling cutterhead device is adopted, the structure is simple, the driving is convenient, the excavation speed can be improved by improving the rotation speed, and the device can be suitable for various terrains from hard rock to weak layers, and is suitable for being used as high-efficiency excavation equipment under all geological conditions. Due to the existence of the core rock structure in the excavation process, even if the collapse phenomenon occurs, the core rock structure can have a good supporting effect, and the safety is improved. The pressure crushing scheme is adopted for the core rock, and the pressure medium of more than 30 megapascals is used for crushing the core rock in an unconfined state, so that the safety is ensured, and the energy consumption is greatly reduced compared with mechanical excavation. The milling device at the rear is matched, so that a high-precision tunnel section can be obtained, and the problem of over-short excavation is solved. In the construction method, the structure of the assembled ground coupling beam is adopted, so that the supporting efficiency is further improved, and particularly, after the assembled ground coupling beam is supported and settled for a period of time, the ends of the assembled ground coupling beams are connected by steel bars and poured, so that the deformation influence of uneven settlement on the assembled ground coupling beam is overcome. By adopting the scheme of supporting from the bottom, the top support can be reliably supported, the deformation and even collapse of the top support are avoided, and the safety is further improved.

Drawings

The invention is further illustrated by the following examples in conjunction with the accompanying drawings:

fig. 1 is a schematic front end view of the ripping equipment of the present invention.

Fig. 2 is a side view of the ripping apparatus of the present invention.

Figure 3 is a side view of another preferred embodiment of the ripping apparatus of the present invention.

Fig. 4 is a schematic structural view of the core rock face of the present invention.

Fig. 5 is a schematic structural view of an end face of the milling device of the present invention.

Fig. 6 is a schematic structural view of the traveling cutterhead device of the present invention.

Fig. 7 is a schematic structural view of a cross section of a cutterhead shoe of the traveling cutterhead device of the present invention.

In the figure: tunnel 1, traveling cutterhead device 2, cutterhead 201, bearing 202, cutterhead main shaft 203, first bevel gear 204, second bevel gear 205, traveling motor 206, main shaft gear 207, gear shaft 208, cutterhead motor 209, first helical gear 210, clearance adjusting nut 211, second helical gear 212, traveling main shaft 213, cutterhead slide 214, first slideway 3, helical tooth drive slot 301, heading machine main body 4, head frame 41, tail frame 42, front end face 43, core rock 5, grouting hole 51, muck auger 6, conveying device 7, pushing cylinder 8, cooling liquid pipe 9, blanking chute 10, milling device 11, self-controlled valve 12, pressure medium distributor 13, output manifold 14, plunger press 15, support platform 16, stage 17, anchor cable 18, assembled ground coupling 19, support steel frame 20, grouting anchor 21, second slideway 22, soil cabin 23, cooling liquid tank 24, bottom traveling cutterhead device 100, upper traveling cutterhead device 200, third crushing zone a, second crushing zone b, first crushing zone c.

Detailed Description

Example 1:

as shown in fig. 1-2, a non-circular tunneling device is provided, in which a tunneling machine body 4 mainly comprises a head frame 41 and a tail frame 42, and a plurality of pushing cylinders 8 circumferentially arranged are disposed between the head frame 41 and the tail frame 42 for controlling the direction of the head frame 41 and providing a reaction force for tunneling.

The front end surface 43 of the head frame 41 is provided with a plurality of traveling cutter devices 2, the traveling cutter devices 2 are provided with rotatable cutter heads 201, the cutter heads 201 are distributed with a plurality of cutter heads, and the cutter heads 201 are in the prior art. The working surface of the cutter disc 201 faces the tunnel 1, the cutter disc 201 rotates to enable the cutter disc 201 to cut the tunnel, and the travelling cutter disc device 2 is further provided with a cutter disc sliding block 214;

a plurality of slide ways distributed along the front end face 43 are provided on the front end face of the heading machine body 4, and the cutterhead shoe 214 moves along the slide ways driven by a driving device. As shown in fig. 1 and 2, the walk means that the cutter head 201 is continuously rotated to cut rock while the walk cutter head device 2 is moved along the slide. In this example, the diameter of the cutter disc 201 in the travelling cutter disc device 2 is 2 to 3.5 meters, and the cutter disc 201 can cut at a high speed, for example, 200 to 600 r/min, according to the condition of rock due to the small diameter of the cutter disc 201.

In the preferred scheme, as shown in fig. 1, the front end face 43 is of an inverted U-shaped structure, the outer edge of the front end face 43 is attached to the inner wall of the tunnel 1, and the inner wall of the front end face 43 is attached to the outer wall of the core rock 5; with this structure, the space to be cut is enough to facilitate the supporting operation, as shown in fig. 2, and the work load of mechanical cutting is greatly reduced.

The shape of the slideway is a corresponding inverted U shape; the moving path of the plurality of traveling cutter devices 2 covers the entire front end surface 43. Preferably, each traveling cutter head device 2 is covered with an area by automatic control to further improve the excavation efficiency.

In a preferred embodiment, as shown in fig. 3, the front end surface 43 is provided with at least one step 17, and the movable cutterhead device 2 is arranged on the front end surface corresponding to each step. With this structure, the bottom stage structure of the bottom stage traveling cutterhead device 100 is excavated and supported, and then the upper stage structure of the upper stage traveling cutterhead device 200 is excavated to support the arch top portion, so that the top support is supported.

In the preferred embodiment, as shown in fig. 6 and 7, the traveling cutterhead device 2 is configured such that the cutterhead slide 214 is slidably connected with a slide, in this example, including a linear slide and a curved slide, and the corresponding cutterhead slide 214 is also divided into a linear slide and a curved slide, and also adopts an elastic wheel manner, so that the cutterhead slide 214 can adapt to the linear slide and the curved slide simultaneously. The cutting cutterhead 201 is fixedly connected with a cutterhead main shaft 203, the cutterhead main shaft 203 is arranged on a cutterhead slide block 214 through a bearing 202, and the cutterhead main shaft 203 is connected with a driving device for driving the cutterhead main shaft 203 to rotate; preferably, the driving device in this embodiment adopts a cutterhead motor 209, and is driven to rotate by hydraulic pressure, the cutterhead motor 209 is connected with a gear shaft 208, the gear shaft 208 is meshed with a spindle gear 207, the gear shaft 208 and the spindle gear 207 form a speed reducing mechanism, and the spindle gear 207 is fixedly connected with the cutterhead spindle 203.

The cutter head slider 214 is also provided with a traveling main shaft 213 arranged along a slide way, the axes of the traveling main shaft 213 and the cutter head main shaft 203 are approximately perpendicular to each other on a projection plane, the side wall of the slide way is provided with a spiral tooth driving groove 301, the spiral tooth driving groove 301 is an arc-shaped concave groove, and the inner wall of the groove is provided with an internal thread, namely, the spiral tooth driving groove 301 is similar to a part of the inner wall of a threaded sleeve. Preferably, the helical tooth drive slot 301 is located on the large diameter side of the curved first runner 3. So that the helical tooth drive slots 301 are as straight as possible. Preferably, the helical tooth drive slot 301 is a spliced structure, and is formed by a plurality of independent blocks which are inlaid and connected into a whole. A spiral gear is arranged on the walking main shaft 213 and is in meshed connection with the spiral tooth driving groove 301 so as to drive the cutterhead slide block 214 to walk along the slideway through the rotation of the spiral gear; the screw gear surface is provided with threads, which can be understood as a very short, usually only 1 more turn of threaded bolt.

The traveling spindle 213 is connected to a driving device for driving the traveling spindle 213 to rotate. Preferably, the travelling main shaft 213 is rotatably connected with the cutterhead slide block 214, a first bevel gear 204 is fixedly arranged on the travelling main shaft 213, the first bevel gear 204 is in meshed connection with a second bevel gear 205, and the second bevel gear 205 is fixedly connected with an output shaft of the travelling motor 206.

The travel motor 206 and the cutterhead motor 209 are both mounted on a support fixedly attached to the cutterhead shoe 214, typically the support is located outside the slide.

Further preferred embodiments are shown in fig. 6 and 7, the number of screw gears is at least two, the number of screw turns of each screw gear is between 1 and 2, one screw gear is fixedly connected with the walking main shaft 213, and the other screw gear is fixedly connected with the walking main shaft 213 in a position-adjustable manner so as to adjust the gap between the screw gear and the screw tooth driving groove 301. In this example, a helical gear is defined in an axial position on the running spindle 213 with a clearance nut 211. Correspondingly, an axial groove is formed in the traveling main shaft 213, threads are formed on the outer wall of the traveling main shaft, protrusions are formed on the inner wall of the spiral gear, and the protrusions are located in the groove of the traveling main shaft 213.

In the preferred scheme, as shown in fig. 2 and 3, a plunger press 15 is further arranged in the tunneling machine main body 4, the plunger press 15 is preferably a skid-mounted multi-cylinder plunger pump, in this example, a 5-cylinder plunger pump is preferably adopted, the output pressure medium is preferably bentonite slurry recovered by cutting cooling liquid, the highest output pressure reaches 140MPa, the normal working pressure is 20-60 MPa according to surrounding rock strength, an output manifold 14 of the plunger press 15 is connected with a pressure medium distributor 13, the pressure medium distributor 13 is connected with each grouting hole 51 on the core rock 5 through a pipeline, and the plunger press 15 is used for outputting the pressure medium to crush the core rock 5.

In a preferred embodiment, as shown in fig. 2 and 3, a plurality of self-control valves 12 are provided on the pressure medium distributor 13, and the self-control valves 12 are preferably pneumatic control valves for controlling the liquid inlet of each pipeline, and a pressure sensor is provided on each pipeline. In a preferred embodiment, the operation of the self-control valve 12 is controlled by pressure detection in each of the grouting holes 51, and the opening degree of the self-control valve 12 is adjusted to slowly raise the pressure in the grouting holes 51 until the grouting holes 51 are ruptured by static pressure. When the pressure suddenly drops, the self-control valve 12 is controlled to close automatically, so as to save pressure medium.

In the preferred scheme, as shown in fig. 2, 3 and 5, a milling device 11 is further arranged in the tunneling machine main body 4, a horizontally arranged slideway is arranged on the milling device 11, a travelling cutterhead device 2 is arranged in the slideway, and a cutterhead slide block 214 of the travelling cutterhead device 2 is driven by a driving device to travel along the slideway. Preferably, the cutter head 201 of the traveling cutter head device 2 is directed toward the tunnel face of the tunnel 1.

Example 2:

as shown in fig. 2, a method for excavating by using the non-circular tunneling equipment comprises the following steps:

s1, excavating an inverted U-shaped tunnel in a tunnel 1 by using a traveling cutter head device 2 through a heading machine main body 4 with an inverted U-shaped front end surface 43; as shown in fig. 4, the width of the inverted "U" ring is 1.5 to 3.5 meters. The slurry of excavated earth and coolant is stored in the earth hold 23 and lifted to the conveyor 7 by the muck screw 6 located on both sides. Subsequent treatments, such as sand blasting, have been performed. A coolant tank 24 is provided on the head frame 41 for supplying coolant to each traveling cutter head device 2. The tunneling direction of the tunneling machine main body 4 is detected through the detection device, and when errors occur, the pushing oil cylinder 8 is utilized for adjustment.

S2, as shown in FIG. 4, arranging a plurality of grouting holes 51 on the end face of the core rock 5 formed by excavation, connecting a plunger press 15 with the grouting holes 51 by a pipeline, and injecting a pressure medium into the grouting holes 51 to crush the core rock 5, wherein the axes of the grouting holes 51 are parallel to the axis of the tunnel 1; preferably, the grouting holes 51 are filled with pressure medium in the sequence from the outer layer to the inner layer, so that the core rock 5 is crushed in an unconfined state in sequence;

the tunneling machine main body 4 is provided with blanking sliding grooves 10 on the frames on two sides of the core rock 5, and crushed rocks fall into the blanking sliding grooves 10 and are conveyed to the conveying device 7, or conveyed to a crusher for further crushing and then sand making or conveyed to the outside of a hole.

S3, as shown in FIG. 5, a milling device 11 is arranged behind the broken core rock 5, the travelling cutterhead device 2 is driven to move along a horizontal second slideway 22, and the ground is cut to level the ground of the tunnel 1;

through the steps, the rapid tunneling of the non-circular tunnel is realized.

Example 3:

as shown in fig. 3, a method for excavating by using the non-circular tunneling equipment comprises the following steps:

s01, driving the traveling cutterhead device 2 to excavate a stepped inverted U-shaped annular tunnel in the tunnel 1 by using the tunneller body 4 with the steps 17 and the inverted U-shaped front end face 43;

the travelling cutter head device 2 is controlled to move along the slideway, and the whole inverted U-shaped annular tunnel is formed by cutting;

wherein a step-shaped inverted U-shaped annular tunnel near the bottom is firstly excavated;

s02, mounting assembled ground coupling beams 19 at the bottoms of two sides in the tunnel of the first excavated part, wherein the assembled ground coupling beams 19 are of prefabricated structures, exposed longitudinal ribs are reserved at two ends of each assembled ground coupling beam, holes are further formed in the assembled ground coupling beams 19 and are fixedly connected with anchor cables 18, support steel frames 20 are mounted on the basis of the assembled ground coupling beams 19, and the support steel frames 20 are connected with grouting anchor rods 21 and are hung on a net for wet spraying support;

s03, continuously running the tunneling machine main body 4 forwards, continuously installing an upper arched part of a supporting steel frame 20 in a tunnel of a rear digging part at the top, and hanging a net for wet spraying supporting;

performing advanced conduit grouting support at a necessary position, namely a position of a weak stratum;

s04, arranging a plurality of grouting holes 51 on the end face of the core rock 5 formed by excavation, connecting a plunger press 15 with the grouting holes 51 by a pipeline, and injecting pressure medium into the grouting holes 51 from the outer layer to the inner layer in sequence, so that the core rock 5 is crushed in an unconfined state in sequence;

s05, setting a milling device 11 behind the broken core rock 5, driving a travelling cutter head device 2 to move along a horizontal second slideway 22, and cutting the ground to level the ground of the tunnel 1;

through the steps, the rapid tunneling of the non-circular tunnel under the condition of surrounding rock breaking is realized.

The foregoing embodiments are merely preferred embodiments of the present invention, and should not be construed as limiting the present invention, and the embodiments and features of the embodiments in the present application may be arbitrarily combined with each other without collision. The protection scope of the present invention is defined by the claims, and the protection scope includes equivalent alternatives to the technical features of the claims. I.e., equivalent replacement modifications within the scope of this invention are also within the scope of the invention.

Claims (5)

1. A non-circular tunneling apparatus, characterized by: the front end face (43) of the tunneling machine main body (4) is provided with a plurality of traveling cutterhead devices (2), the traveling cutterhead devices (2) are provided with rotatable cutting cutterheads (201), the working face of the cutting cutterhead (201) faces the tunnel face of the tunnel (1), and the traveling cutterhead devices (2) are also provided with cutterhead sliders (214);

the front end face of the heading machine main body (4) is provided with a plurality of slide ways distributed along the front end face (43), each traveling cutter head device (2) covers an area, and a cutter head slider (214) is driven by a driving device to travel along the slide ways;

the travelling cutterhead device (2) has the structure that a cutterhead slide block (214) is in sliding connection with a slide way, a cutting cutterhead (201) is fixedly connected with a cutterhead main shaft (203), and the cutterhead main shaft (203) is connected with a driving device for driving the cutterhead main shaft (203) to rotate;

a travelling main shaft (213) along the slideway is further arranged on the cutterhead slide block (214), a spiral tooth driving groove (301) is formed in the side wall of the slideway, a spiral gear is arranged on the travelling main shaft (213), and the spiral gear is in meshed connection with the spiral tooth driving groove (301) so as to drive the cutterhead slide block (214) to travel along the slideway through the rotation of the spiral gear;

the walking main shaft (213) is connected with a driving device for driving the walking main shaft (213) to rotate;

the number of screw turns of each screw gear is 1-2, one screw gear is fixedly connected with the walking main shaft (213), and the other screw gear is fixedly connected with the walking main shaft (213) in a position-adjustable mode so as to adjust the gap between the screw gear and the screw tooth driving groove (301);

a plunger press (15) is further arranged in the tunneling machine main body (4), an output manifold (14) of the plunger press (15) is connected with a pressure medium distributor (13), the pressure medium distributor (13) is connected with each grouting hole (51) on the core rock (5) through a pipeline, and the plunger press (15) is used for outputting pressure medium to crush the core rock (5);

a plurality of self-control valves (12) are arranged on the pressure medium distributor (13) and used for controlling the liquid inlet of each pipeline, and a pressure sensor is arranged on each pipeline;

the milling device (11) is further arranged in the heading machine main body (4), a horizontally arranged slide way is arranged on the milling device (11), a travelling cutter head device (2) is arranged in the slide way, and a cutter head slider (214) of the travelling cutter head device (2) is driven by a driving device to travel along the slide way.

2. A non-circular tunneling apparatus according to claim 1 wherein: the front end face (43) is of an inverted U-shaped structure, the outer edge of the front end face (43) is attached to the inner wall of the tunnel (1), and the inner wall of the front end face (43) is attached to the outer wall of the core rock (5);

the shape of the slideway is a corresponding inverted U shape;

the moving track of the plurality of traveling cutterhead devices (2) covers the entire front end surface (43).

3. A non-circular tunneling apparatus according to claim 1 wherein: the front end face (43) is provided with at least one stage (17), and the front end face corresponding to each stage is provided with a travelling cutter head device (2).

4. An excavation method adopting the non-circular tunneling equipment according to any one of claims 1-3, characterized by comprising the following steps:

s1, excavating an inverted U-shaped annular tunnel in a tunnel (1) by using a heading machine main body (4) with an inverted U-shaped front end surface (43) through a traveling cutter head device (2);

s2, arranging a plurality of grouting holes (51) on the end face of the core rock (5) formed by excavation, connecting a plunger press (15) with the grouting holes (51) by a pipeline, and injecting a pressure medium into the grouting holes (51) to crush the core rock (5), wherein the axes of the grouting holes (51) are parallel to the axis of the tunnel (1);

s3, setting a milling device (11) behind the broken core rock (5), and leveling the ground of the tunnel (1) by using the travelling cutter head device (2);

through the steps, the rapid tunneling of the non-circular tunnel is realized.

5. A method of excavating a non-circular tunneling apparatus according to claim 3, comprising the steps of:

s01, driving a traveling cutter head device (2) to excavate a stepped inverted U-shaped annular tunnel in the tunnel (1) by using a heading machine main body (4) with a stepped platform (17) and an inverted U-shaped front end surface (43);

the travelling cutter head device (2) is controlled to move along the slideway, and the whole inverted U-shaped annular tunnel is formed by cutting;

wherein a step-shaped inverted U-shaped annular tunnel near the bottom is firstly excavated;

s02, mounting assembled ground connection beams (19) at the bottoms of two sides in the tunnel of the first excavated part, wherein the assembled ground connection beams (19) are of prefabricated structures, exposed longitudinal ribs are reserved at two ends of each assembled ground connection beam (19), holes are formed in the assembled ground connection beams (19) and are fixedly connected with anchor cables (18), support steel frames (20) are mounted on the basis of the assembled ground connection beams (19), and the support steel frames (20) are connected with grouting anchor rods (21) and are hung with a net for wet spraying support;

s03, continuously installing an upper arched part of a supporting steel frame (20) in the tunnel of the rear digging part, and hanging a net for wet spraying supporting;

performing advanced catheter grouting support at a necessary position;

s04, arranging a plurality of grouting holes (51) on the end face of the core rock (5) formed by excavation, connecting a plunger press (15) with the grouting holes (51) by a pipeline, and injecting pressure medium into the grouting holes (51) from an outer layer to an inner layer in sequence to enable the core rock (5) to be crushed in an unconfined state;

s05, setting a milling device (11) behind the broken core rock (5), and driving a travelling cutter head device (2) to horizontally cut so as to level the ground of the tunnel (1);

through the steps, the rapid tunneling of the non-circular tunnel under the condition of surrounding rock breaking is realized.

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