CN216198097U - U-shaped double-layer totally-enclosed grouting water stopping device for water-rich sand layer tunnel construction - Google Patents
U-shaped double-layer totally-enclosed grouting water stopping device for water-rich sand layer tunnel construction Download PDFInfo
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Abstract
A U-shaped double-layer totally-enclosed grouting water stop device for water-rich sand layer tunnel construction belongs to the field of underground engineering and geotechnical engineering construction. The device comprises a U-shaped double-layer totally-enclosed structure drilling protective cylinder (1), a flexible drilling tool (2) and a directional drill bit (3); when the grouting machine is used, a drilling machine and a construction grouting hole are respectively installed outside a planned excavation boundary of a tunnel in sequence, sequential grouting in the drilling hole is carried out, and U-shaped double-layer totally-enclosed grouting on the top of the tunnel in front of a tunnel face, the bottom of the tunnel and the water-rich sandy soil stratum on the two side walls of the tunnel is realized.
Description
Technical Field
The utility model relates to a U-shaped double-layer totally-enclosed grouting water-stopping device and method for water-rich sand layer tunnel construction, and belongs to the field of underground engineering and geotechnical engineering construction.
Background
In the construction of underground tunnel engineering in a water-rich sand layer, water stopping and pre-reinforcement treatment needs to be carried out on the front and the periphery of a tunnel face, engineering safety accidents such as sand gushing and water gushing of the tunnel face caused by underground water and collapse and deformation of surrounding rocks are prevented, a drilling high-pressure grouting reinforcement method is generally adopted, but the requirements of engineering construction cannot be met due to the fact that cement slurry has extremely poor permeability in the water-rich sand soil layer and the grouting range and grouting quality are extremely poor.
The utility model relates to a U-shaped double-layer totally-enclosed grouting water-stopping device and method for water-rich sand layer tunnel construction, which are used for performing full-section grouting and sealing on a tunnel, preventing stratum loss, effectively controlling construction risks and improving engineering quality.
SUMMERY OF THE UTILITY MODEL
The utility model relates to a U-shaped double-layer totally-enclosed grouting water stop device structure for water-rich sand layer tunnel construction, which is characterized by comprising a U-shaped double-layer totally-enclosed structure drilling hole (1), a flexible drilling tool (2) and a directional drill bit (3); the U-shaped double-layer totally-enclosed structure drilling hole (1) specifically comprises a left upper vertical drilling hole (1.1), a right upper vertical drilling hole (1.3), a right opening horizontal U-shaped drilling hole (1.2) and a left opening horizontal U-shaped drilling hole (1.4), and the horizontal U-shaped drilling hole is of a structure that: the drilling machine comprises two horizontal drilling holes which are parallel up and down, wherein the two horizontal drilling holes are connected and communicated through a vertical drilling hole to form a horizontal U-shaped communicated drilling hole; the left upper vertical drill hole (1.1) is communicated with a left vertical drill hole of the right opening horizontal U-shaped drill hole (1.2) in a straight line connection way; the right upper vertical drill hole (1.3) is communicated with the right vertical drill hole of the left opening horizontal U-shaped drill hole (1.4) in a straight line connection way;
the right opening horizontal U-shaped drill hole (1.2) and the left opening horizontal U-shaped drill hole (1.4) are relatively enclosed to form a closed rectangular structure, and the closed rectangular structure corresponds to the rectangular structure of the section of the tunnel; an upper horizontal drill hole of the right opening horizontal U-shaped drill hole (1.2) and an upper horizontal drill hole of the left opening horizontal U-shaped drill hole (1.4) are vertically and parallelly stacked, and the stacked positions are correspondingly positioned at the position of a grouting area at the top of the tunnel; the lower horizontal drill hole of the right opening horizontal U-shaped drill hole (1.2) and the lower horizontal drill hole of the left opening horizontal U-shaped drill hole (1.4) are vertically and parallelly stacked, and the stacked positions are correspondingly positioned at the position of a grouting area at the bottom of the tunnel; the left vertical drilling hole of the right opening horizontal U-shaped drilling hole (1.2) and the right vertical drilling hole of the left opening horizontal U-shaped drilling hole (1.4) are respectively and correspondingly positioned at the positions of grouting areas on two side surfaces of the tunnel; the left upper vertical drill hole (1.1) and the right upper vertical drill hole (1.3) respectively extend upwards out of the ground;
one end of the flexible drilling tool (2) extends into the drill hole for drilling and grouting, and the other end of the flexible drilling tool is positioned outside the drill hole and is connected with a grouting pump; the end part extending into the drill hole is provided with a directional drill bit (3).
The flexible drilling tool (2) comprises a connecting screw thread (2.1), a connecting body (2.2), a lug (2.3), a pin/hole (2.4) and an outer wall rubber high-pressure protection structure (2.5); the one end of connector (2.2) is for connecting screw thread (2.1), and the other end is auricle (2.3), is equipped with pin/hole (2.4) on auricle (2.3), and a plurality of connectors (2.2) first link to each other, and the department of linking to each other is: the connection screw thread (2.1) and the lug (2.3) are fixed by adopting a pin/hole (2.4) to form a flexible long connector, and the periphery of the flexible long connector is an outer wall rubber high-pressure protection structure (2.5).
The connecting body (2.2) is arranged in the flexible drilling tool and is a main body part of the drilling tool and plays a role in transmitting pressure and torque;
the pin/hole (2.4) is arranged in the flexible drilling tool and is a main body part of the drilling tool, and the connecting body (2.2) is connected and fixed;
the outer wall rubber high-pressure protection structure (2.5) is used for limiting a drilling tool connector and injecting circulating slurry and cement slurry, and the pressure-resistant grade is greater than the grouting pressure;
the inner walls of the upper left vertical drilling hole (1.1) and the upper right vertical drilling hole (1.3) are provided with protective cylinders. The drilling refers to the pre-drilling of a drilling machine, and a steel casing for protecting a well wall can be put into the drilling; the diameter of the drill hole is larger than the outer diameter of the steel casing; the outer diameter of the casing is larger than that of the directional drill bit.
The flexible drilling tool (2) can bend and rotate along with the drilling track of the directional drilling bit (3);
the directional drill bit (3) comprises a drill bit body and a drill bit guide controller (9), and the drill bit guide controller (9) is controlled through a ground control system to measure the position of the drill bit and control the drilling direction of the drill bit.
The utility model is suitable for a double-layer structure with an upper stratum being cohesive soil (8) and a lower part being a water-rich sand layer (7), when a tunnel supporting structure (5) is constructed to a tunnel face (4), the stratum in front of the face is grouted and pre-reinforced, namely a tunnel grouting reinforcing area (6), and the tunnel grouting reinforcing area (6) is a U-shaped double-layer fully-closed area, namely the position where a hole is drilled for the U-shaped double-layer fully-closed structure.
For the emergence of engineering incident such as tunnel face sand gushing water and preventing the surrounding rock deformation that collapses in the rich water sand stratum, adopt above-mentioned device to carry out the full closed slip casting stagnant water method of rich water sand layer tunnel construction U-shaped double-deck, its characterized in that includes the following step:
the first step is as follows: performing field lofting to determine the position of a grouting hole, and installing drilling machine equipment;
the second step is that: adopting a directional drill to construct vertical drilling and down-drilling according to the positions of the left upper vertical drilling (1.1) and the right upper vertical drilling (1.3) until the depth reaches a grouting layer at the top of the tunnel to obtain a left upper vertical drilling (1.1) and a right upper vertical drilling (1.3), and filling protective sleeves on the inner walls of the left upper vertical drilling (1.1) and the right upper vertical drilling (1.3);
the third step: respectively simultaneously or successively, a flexible drilling tool (2) and a directional drilling bit (3) are put into the left upper vertical drilling hole (1.1) and the right upper vertical drilling hole (1.3), the position and the direction of the drilling bit are controlled by a drill bit guiding controller (9), directional drilling is carried out along a grouting layer at the top of the tunnel until the grouting position at the opposite side of the preset tunnel, and an upper horizontal drilling hole of the right opening horizontal U-shaped drilling hole (1.2) and an upper horizontal drilling hole of the left opening horizontal U-shaped drilling hole (1.4) are formed; a grouting pump is connected at the other end of the drilling tool, and cement slurry is pumped by the flexible drilling tool along the upper horizontal drilling hole of the right opening horizontal U-shaped drilling hole (1.2) and the upper horizontal drilling hole of the left opening horizontal U-shaped drilling hole (1.4) to seal and reinforce the aquifer at the top of the tunnel;
the fourth step: preparing a left vertical drill hole of the right opening horizontal U-shaped drill hole (1.2) and a right vertical drill hole of the left opening horizontal U-shaped drill hole (1.4) by adopting the same method as the second step;
the fifth step: preparing a lower horizontal drill hole of the right opening horizontal U-shaped drill hole (1.2) and a lower horizontal drill hole of the left opening horizontal U-shaped drill hole (1.4) by adopting the same method as the third step; a grouting pump is connected at the other end of the drilling tool, cement slurry is pumped in along the lower horizontal drilling hole of the right opening horizontal U-shaped drilling hole (1.2) and the lower horizontal drilling hole of the left opening horizontal U-shaped drilling hole (1.4) through the flexible drilling tool, and the water-bearing stratum at the bottom of the tunnel is sealed and reinforced;
pumping cement slurry along the left vertical drilling hole of the right opening horizontal U-shaped drilling hole (1.2) and the right vertical drilling hole of the left opening horizontal U-shaped drilling hole (1.4) through a flexible drilling tool to seal and reinforce the aquifer at the side part of the tunnel; finally, U-shaped double-layer totally-enclosed grouting is performed on the tunnel top in front of the tunnel face, the tunnel bottom and the water-rich sandy soil stratum on the two side walls of the tunnel.
Further, pumping cement slurry into the drill hole in the third step, the fifth step and the sixth step, and closing and reinforcing the aquifer at the side part of the tunnel: and (3) carrying out high-pressure rotary jet grouting on the first section grouting section of the end part, stopping after the grouting time is reached under the designed grouting pressure, then pulling the flexible drilling tool backwards to the directional drill bit to reach the second section preset grouting section for carrying out high-pressure rotary jet grouting, stopping after the grouting time is reached under the designed grouting pressure, and analogizing in turn to pull back the drilling tool and carry out high-pressure rotary jet grouting.
The grouting water-stopping method is suitable for water-rich sandy soil strata (7), and the overlying strata are water-resisting clay strata (8) generally; the tunnel top grouting layer is a water-rich sand layer stratum located at the upper part of the tunnel vault; the grouting layer at the lower part of the tunnel refers to a water-rich sand layer stratum positioned at the upper part of the arch crown of the tunnel; grouting layers on two sides of the tunnel refer to water-rich sand layer strata positioned on two inner sides of the tunnel; the tunnel comprises a tunnel face (4) and a tunnel supporting structure (5); the grouting holes are symmetrically arranged outside the construction areas of the grouting tunnels on the two sides in the direction of the cross section line of the tunnel, and are sequentially arranged outside the construction areas of the grouting tunnels on the two sides in the direction of the axis of the tunnel, and the jumping holes are constructed at intervals.
The utility model has the advantages that:
the U-shaped double-layer totally-enclosed grouting water-stopping method for the water-rich sand layer tunnel construction has the advantages that:
(1) fully utilizing the limited ground space, constructing the minimum grouting holes, and performing full-section closed grouting on the top bottom and the side surface water-rich sand layer of the tunnel;
(2) the utility model adopts the flexible drilling tool and the directional drill bit, can control the direction and the position of the grouting hole through the ground control system, and carries out accurate positioning grouting and grouting at any position on the water-rich sand layer;
(3) the utility model is suitable for directional grouting in any direction and directional grouting along the bedding surface;
(4) the utility model realizes positioning and directional grouting, can save a large amount of grouting materials and construction workload, effectively improves economic benefits and social benefits, and realizes green construction.
(5) The method has theoretical value and application value, and has reproducibility and popularization.
Drawings
FIG. 1 is a U-shaped double-layer totally-enclosed grouting water-stop structure diagram for water-rich sand layer tunnel construction
FIG. 2 Tunnel and stratigraphic Structure
FIG. 3 is a relationship diagram of a flexible drilling tool and a drill bit
FIG. 4 sectional view of grouting in tunnel
FIG. 5 sectional view of grouting in a tunnel
FIG. 6 structure diagram of flexible drilling tool
Fig. 7 is a structural view corresponding to each bore.
In the figure: 1 is the drilling of U-shaped double-deck totally closed structure, 1.1 is upper left portion vertical drilling, 1.2 right opening level U-shaped drilling, 1.3 is upper right portion vertical drilling, 1.4 left opening level U-shaped drilling, 2 is flexible drilling tool, 2.1 is connecting screw thread, 2.2 is the connector, 2.3 is the connection auricle, 2.4 is the pin/hole, 3 is directional bit, 4 is the tunnel face, 5 is tunnel supporting construction, 6 is tunnel slip casting reinforced area, 7 is rich water sand bed, 8 is the clay layer, 9 is drill bit direction controller.
Detailed Description
The utility model is further illustrated with reference to the example of a subway tunnel in Beijing but is not limited to the following examples.
The concrete U-shaped double-layer totally-enclosed grouting water-stopping device structure chart of the water-rich sand layer tunnel construction.
The first step is as follows: performing field lofting to determine the position of a grouting hole, and installing drilling machine equipment;
the second step is that: adopting a directional drilling machine to construct vertical drilling and running in until the depth reaches a grouting layer at the top of the tunnel;
the third step: a flexible drilling tool (2) and a directional drilling bit (3) are put into a left upper vertical drilling hole (1.1) and a right upper vertical drilling hole (1.3) (the inner walls of the left upper vertical drilling hole and the right upper vertical drilling hole are provided with protective sleeves), the position and the direction of the drilling bit are controlled by a bit guide controller (9), and directional drilling is carried out along a grouting layer at the top of the tunnel until the preset grouting position at the opposite side of the tunnel is reached;
the fourth step: connecting a grouting pump at the end part of the drilling tool, pumping cement slurry through the flexible drilling tool, performing high-pressure jet grouting on a first grouting section (the top of the tunnel) (A) at the end part of the drill bit, and stopping after grouting time is reached under the designed grouting pressure;
the fifth step: lifting the drilling tool to the drill bit to reach a second preset grouting section (the top of the tunnel), pumping cement slurry through the flexible drilling tool, performing high-pressure rotary jet grouting on the second grouting section (B) at the end part of the drill bit, stopping after the grouting time is reached under the designed grouting pressure, sequentially returning the drilling tool and performing grouting until the grouting tasks of all preset sections (the top of the tunnel) (A, B, C, D, and) of the grouting hole are completed, and sealing and reinforcing the aquifer at the top of the tunnel;
and a sixth step: drilling and running the borehole vertically at the hole site until the depth reaches the grouting layer at the lower part of the tunnel;
the seventh step: a flexible drilling tool (2) and a directional drilling bit (3) are put in the tunnel, the position and the direction of the drilling bit are controlled by a drill bit guiding controller (9), and directional drilling is carried out along a grouting layer at the bottom of the tunnel until the preset grouting position at the opposite side of the tunnel is reached;
eighth step: connecting a grouting pump at the end part of the drilling tool, pumping cement slurry through the flexible drilling tool, performing high-pressure jet grouting on a first grouting section (the bottom of the tunnel) (A) at the end part of the drill bit, and stopping after grouting time is reached under the designed grouting pressure;
the ninth step: and lifting the drilling tool to the drill bit to reach a second section of preset grouting section (the bottom of the tunnel), pumping cement slurry into the flexible drilling tool, performing high-pressure rotary jet grouting on the second grouting section (B) at the end part of the drill bit, stopping after the grouting time is reached under the designed grouting pressure, sequentially returning the drilling tool and performing grouting, and sealing and reinforcing a tunnel bottom aquifer and a tunnel side water-rich sand layer until the grouting task of all preset sections (the bottom of the tunnel) (A, B, C, D, and) of the grouting hole is completed.
And sequentially and respectively installing a drilling machine and a construction grouting hole outside the planned excavation boundary of the tunnel, and sequentially grouting in the drilled hole to realize the U-shaped double-layer totally-enclosed grouting of the tunnel top in front of the tunnel face, the tunnel bottom and the water-rich sandy soil stratum on the two side walls of the tunnel.
Example 1
The ground of the Beijing subway tunnel is mainly a silty clay 8 stratum 0-15 m below the ground, and a water-rich medium-fine sand layer 7 is below the ground.
The underground water is in a diving-confined water mixed form, the ground has a river flowing through, and the section of the subway tunnel is 100m2On the left and right sides, the tunnel construction method is the CRD method. When the tunnel front is constructed to the tunnel face 4), the tunnel surrounding rock in front of the tunnel face 4 is grouted and pre-reinforced, and the concrete implementation steps are as follows:
the first step of the implementation of the method is that a drilling machine is in place, construction lofting is carried out according to a tunnel design drawing, and the position of a grouting hole is determined; determining the lithology of the deep stratum of the grouting layer at the top and the bottom of the tunnel according to the geological profile;
secondly, grouting hole construction is carried out, drilling is carried out to the depth of 17 meters according to the designed depth (a grouting reinforcement area (6) at the top of the tunnel), and hole steel is drilled, wherein the diameter of the steel is larger than the outer diameter of a drill bit;
thirdly, a flexible drilling tool (2) and a directional drilling bit (3) are put into the left upper vertical drilling hole (1.1) and the right upper vertical drilling hole (1.3), the position and the direction of the drilling bit are controlled by a drill bit guide controller (9) according to the design direction at the bottom of the hole for directional deflection, directional control is carried out in a ground control room, horizontal fixed drilling is constructed until the design position of the opposite side of the tunnel is reached, and drilling is washed;
fourthly, connecting a grouting pump, and performing high-pressure grouting on the grouting section A of the grouting reinforcement area (6) at the top of the tunnel through a flexible drilling tool and a drill bit, wherein the grouting pressure is about 0.5, and the stable grouting time is 1 hour;
fifthly, lifting the drilling tool by about 0.5 m, and performing high-pressure grouting on the grouting section B of the grouting reinforcement area (6) at the top of the tunnel, wherein the grouting pressure is about 0.5, and the stable grouting time is 1 hour;
seventhly, sequentially lifting the drilling tool, and respectively performing high-pressure grouting on each grouting section of the tunnel top grouting reinforcement area (6) by about 0.5 meter each time to finish grouting reinforcement of the tunnel top grouting area (6);
eighthly, continuously constructing the vertical drilling hole in the vertical drilling hole to the depth of 30 meters (a grouting reinforcement area (6) at the bottom of the tunnel), and putting the drilling hole (1.2);
a ninth step, in which a flexible drilling tool (2) and a directional drilling bit (3) are put in, the position and the direction of the drilling bit are controlled by a drill bit guiding controller (9), directional deflection is carried out at the bottom of the hole according to the design direction, directional control is carried out in a ground control room, horizontal fixed drilling is carried out, the drilling hole is flushed to the design position at the opposite side of the tunnel;
tenth, connecting a grouting pump, and performing high-pressure grouting on the grouting section A of the grouting reinforcement area (6) at the bottom of the tunnel through a flexible drilling tool and a drill bit, wherein the grouting pressure is about 0.5, and the stable grouting time is 1 hour;
eleventh, lifting the drilling tool by about 0.5 m, and performing high-pressure grouting on the grouting section B of the grouting reinforcement area at the bottom of the tunnel, wherein the grouting pressure is about 0.5, and the grouting time is stabilized for 1 hour;
a twelfth step, sequentially lifting the drilling tool, and respectively carrying out high-pressure grouting on the grouting reinforcement area at the bottom of the tunnel and each grouting section on the side surface of the tunnel by about 0.5 m each time to finish grouting reinforcement of the grouting area (6) at the bottom of the tunnel and the grouting area (6) on the side surface of the tunnel;
step ten, moving the drilling machine 1 meter along the axis direction of the tunnel, and completing the drilling and grouting work in each step in sequence;
fourteenth, after the grouting of the grouting holes in the thirteenth step is finished for 48 hours, additionally drilling quincunx grouting holes in the middle of two adjacent grouting holes, wherein the concrete method is the same as the previous method;
fifthly, gradually completing grouting work on the symmetrical side of the tunnel axis according to the same construction procedure;
and (3) gradually constructing and completing grouting of all designed sections to form a U-shaped double-layer totally-enclosed water-stopping reinforced structure of the tunnel face excavation area, and then performing excavation work of the tunnel face.
The U-shaped double-layer totally-enclosed grouting water stopping method for the water-rich sand layer tunnel construction comprises but is not limited to the above steps, and is also suitable for related methods such as directional grouting of horizontal drilling and the like.
Claims (5)
1. A U-shaped double-layer totally-enclosed grouting water stop device for water-rich sand layer tunnel construction is characterized by comprising a U-shaped double-layer totally-enclosed structure drilling hole (1), a flexible drilling tool (2) and a directional drilling bit (3); the U-shaped double-layer totally-enclosed structure drilling hole (1) specifically comprises a left upper vertical drilling hole (1.1), a right upper vertical drilling hole (1.3), a right opening horizontal U-shaped drilling hole (1.2) and a left opening horizontal U-shaped drilling hole (1.4), and the horizontal U-shaped drilling hole is of a structure that: the drilling machine comprises two horizontal drilling holes which are parallel up and down, wherein the two horizontal drilling holes are connected and communicated through a vertical drilling hole to form a horizontal U-shaped communicated drilling hole; the left upper vertical drill hole (1.1) is communicated with a left vertical drill hole of the right opening horizontal U-shaped drill hole (1.2) in a straight line connection way; the right upper vertical drill hole (1.3) is communicated with the right vertical drill hole of the left opening horizontal U-shaped drill hole (1.4) in a straight line connection way;
the right opening horizontal U-shaped drill hole (1.2) and the left opening horizontal U-shaped drill hole (1.4) are relatively enclosed to form a closed rectangular structure, and the closed rectangular structure corresponds to the rectangular structure of the section of the tunnel; an upper horizontal drill hole of the right opening horizontal U-shaped drill hole (1.2) and an upper horizontal drill hole of the left opening horizontal U-shaped drill hole (1.4) are vertically and parallelly stacked, and the stacked positions are correspondingly positioned at the position of a grouting area at the top of the tunnel; the lower horizontal drill hole of the right opening horizontal U-shaped drill hole (1.2) and the lower horizontal drill hole of the left opening horizontal U-shaped drill hole (1.4) are vertically and parallelly stacked, and the stacked positions are correspondingly positioned at the position of a grouting area at the bottom of the tunnel; the left vertical drilling hole of the right opening horizontal U-shaped drilling hole (1.2) and the right vertical drilling hole of the left opening horizontal U-shaped drilling hole (1.4) are respectively and correspondingly positioned at the positions of grouting areas on two side surfaces of the tunnel; the left upper vertical drill hole (1.1) and the right upper vertical drill hole (1.3) respectively extend upwards out of the ground;
one end of the flexible drilling tool (2) extends into the drill hole for drilling and grouting, and the other end of the flexible drilling tool is positioned outside the drill hole and is connected with a grouting pump; the end part extending into the drill hole is provided with a directional drill bit (3).
2. The U-shaped double-layer totally-enclosed grouting water stopping device for the water-rich sand layer tunnel construction according to claim 1, characterized in that the flexible drilling tool (2) comprises a connecting screw thread (2.1), a connecting body (2.2), a lug (2.3), a pin/hole (2.4) and an outer wall rubber high-pressure protection structure (2.5); the one end of connector (2.2) is for connecting screw thread (2.1), and the other end is auricle (2.3), is equipped with pin/hole (2.4) on auricle (2.3), and a plurality of connectors (2.2) first link to each other, and the department of linking to each other is: the connecting screw thread (2.1) and the lug (2.3) are connected and fixed by adopting a pin/hole (2.4) to form a flexible long connector, and the periphery of the flexible long connector is provided with an outer wall rubber high-pressure protection structure (2.5);
the connecting body (2.2) serves to transmit pressure and torque; circulating mud and cement slurry are injected into the outer wall rubber high-pressure protection structure (2.5), and the pressure-resistant grade is greater than the grouting pressure; the flexible drilling tool (2) can bend and rotate along with the drilling track of the directional drilling bit (3).
3. The U-shaped double-layer totally-enclosed grouting water stopping device for the water-rich sand layer tunnel construction according to claim 1, wherein the drill holes refer to drill holes pre-drilled by a drilling machine; the diameter of the drill hole is larger than the outer diameter of the pile casing; the outer diameter of the casing is larger than that of the directional drill bit.
4. The U-shaped double-layer totally-enclosed grouting water stopping device for the water-rich sand layer tunnel construction according to claim 3, characterized in that the inner walls of the left upper vertical drill hole (1.1) and the right upper vertical drill hole (1.3) are provided with protective sleeves.
5. The U-shaped double-layer totally-enclosed grouting water stopping device for the water-rich sand layer tunnel construction according to claim 1, characterized in that the directional drill bit (3) comprises a drill bit body and a drill bit guide controller (9), and the drill bit guide controller (9) is controlled by a ground control system to measure the position of the drill bit and control the drilling direction of the drill bit.
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