A soil stress intelligent compensation method

Abstract

The present invention relates to the technical field of foundation and basic engineering construction, and specifically to a method for intelligent soil stress compensation. It includes a tunnel arranged in the soil, a foundation pit is arranged on one side of the tunnel, a rectangular compensation area is arranged between the foundation pit and the tunnel, a plurality of rows of expansion mechanisms are arranged in the compensation area, the expansion mechanism grouting holes, and a capsule grouting device is arranged in the grouting holes; a trapezoidal monitoring area is arranged between the compensation area and the foundation pit, a plurality of rows of monitoring mechanisms are arranged in the monitoring area, the monitoring mechanism includes monitoring holes, and a displacement monitoring device is arranged in the monitoring holes; it also includes a grouting machine and a control system, the grouting machine is connected to the inner cavity of the capsule grouting device, and the control system is connected to the displacement monitoring device and the grouting machine in communication. The present invention can realize dynamic real-time monitoring of the displacement deformation of the foundation pit retaining structure, the soil around the foundation pit, the intermediate soil, and the adjacent foundation pit protection objects, and accurately understand the deformation propagation path of the surrounding soil caused by the foundation pit construction through control system analysis.

Description

Technical Field

[0001] The invention relates to the technical field of foundation and basic engineering construction, and in particular to an intelligent soil stress compensation method. Background Art

[0002] like Figure 1 As shown in the figure, the unloading of foundation pit excavation will cause the soil at the bottom of the pit to bulge upward and deform, and the foundation pit retaining structure to deform, thereby causing the soil layer around the foundation pit to move. Excavation of foundation pits in a complex urban environment will have an impact on the underground pipelines, building foundations, tunnels and other underground facilities adjacent to the foundation pit. Among them, subway section tunnels are underground structures with extremely strict deformation requirements. If the soil deformation caused by adjacent foundation pits during construction exceeds the safety value, it will have a significant impact on the structural safety of the tunnel and the safety of train operations, and even endanger the lives of passengers. Therefore, national and local specifications and technical standards have put forward strict requirements for the deformation of subway tunnels.

[0003] By summarizing the deformation control of adjacent underground structures caused by foundation pit construction, the current foundation pit deformation control technology can be divided into two categories: based on foundation pit support structure and based on adjacent foundation pit protection objects. The former commonly includes measures such as increasing the insertion ratio of the retaining structure, increasing the stiffness of the retaining structure, and increasing the stiffness of the support. By strengthening the foundation pit support structure system to control deformation, passive control measures are mainly used to control the source deformation of the retaining structure, the soil in the pit, etc., so that the deformation of the affected subway tunnel structure is controlled within a safe range; the latter is commonly seen in sleeve valve pipe grouting and capsule grouting technology. The key to controlling deformation with such measures is not to control the source deformation of the foundation pit, but to skip the intermediate soil that transmits deformation, and directly target the displacement-sensitive target structure and the soil in the key area that directly affects the deformation of the tunnel, and actively control the deformation.

[0004] The problem of foundation pit support structure control technology is that the scheme has been determined before the foundation pit is excavated, and it is difficult to make dynamic and flexible adjustments according to the subsequent deformation of the subway tunnel. At the same time, because it exerts influence at the source, after the deformation of the intermediate soil layer is transmitted, the displacement of the target structure is indirectly controlled. Due to the "attenuation" effect of the intermediate soil layer, the final effect of the target displacement control is not good.

[0005] The problem of the control technology based on the protection object of the adjacent foundation pit is that it is a repair technology adopted after the underground structure of the adjacent foundation pit has been deformed. It cannot predict the occurrence of deformation in advance and cannot prevent the spread of deformation in time. At the same time, the sleeve valve tube grouting technology has uncertainty in the situation where the grouting of uneven soil layers causes soil splitting. In high-permeability soil layers such as sand, the loss of slurry is large, and there is a possibility of slurry channeling, which makes it impossible to accurately control the volume, shape and position of the slurry. Summary of the invention

[0006] The technical problem to be solved by the present invention is to provide an intelligent soil stress compensation method for predicting the deformation of the soil around the foundation pit, compensating for the stress generated in the soil, controlling the propagation of the soil deformation, and further controlling the displacement deformation of the underground structure adjacent to the foundation pit.

[0007] The technical solution adopted by the present invention to solve its technical problems is a soil stress intelligent compensation method, comprising a tunnel arranged in the soil, a foundation pit arranged on one side of the tunnel, a rectangular compensation area arranged between the foundation pit and the tunnel, a plurality of columns of expansion mechanisms arranged in the compensation area, each column of the expansion mechanisms comprising a plurality of injection holes arranged at intervals along the length direction of the tunnel, and a capsule grouting device arranged in each injection hole; a trapezoidal monitoring area is arranged between the compensation area and the foundation pit, a plurality of columns of monitoring mechanisms are arranged in the monitoring area, each column of the monitoring mechanisms comprising a plurality of monitoring holes arranged at intervals along the length direction of the tunnel, and a displacement monitoring device is arranged in each monitoring hole; a grouting machine and a control system are also included, the output port of the grouting machine is connected to the inner cavity of the capsule grouting device, and the control system is respectively connected to the displacement monitoring device and the grouting machine for communication;

[0008] The following steps are included:

[0009] S1: Determine the scope of the compensation area and monitoring area: Draw two soil displacement influence lines from the two end points of the opposite sidelines of the foundation pit and the tunnel and intersect with the tunnel sideline. Draw a straight line perpendicular to the tunnel sideline at the two intersection points. The length of the straight line is half of the vertical distance between the foundation pit sideline and the tunnel sideline. Connect the two straight lines through a connecting line. The connecting line, the straight line and the tunnel sideline form the compensation area; the connecting line, the soil displacement influence line and the foundation pit sideline form the monitoring area.

[0010] S2: According to the scope of the compensation area, the structure of the foundation pit and the tunnel, and the actual requirements for soil displacement and deformation compensation strength in different areas of the project, determine the number of expansion mechanism columns, as well as the depth and spacing of the grouting holes of each column of expansion mechanism, use a total station to measure and lay out, calibrate the drilling position of the grouting holes, and install capsule grouting devices in the grouting holes;

[0011] S3: According to the scope of the monitoring area, the structure of the foundation pit and the tunnel, and the actual needs of soil displacement and deformation monitoring in different areas of the project, determine the number of rows of monitoring mechanisms, as well as the depth and spacing of the monitoring holes of each row of monitoring mechanisms, use a total station to measure and lay out, calibrate the drilling positions of the monitoring holes, and install displacement monitoring devices in the monitoring holes;

[0012] S4: connecting the output port of the grouting machine to the inner cavity of the capsule grouting device, and connecting the control system to the grouting machine and the displacement monitoring device;

[0013] S5: The displacement monitoring device transmits the monitoring data to the control system. The control system calculates the displacement propagation path according to the displacement deformation values ​​of the soil monitored by the displacement monitoring devices at various locations in the monitoring area; determines the capsule grouting device located on the displacement propagation path according to the displacement propagation path; the control system immediately controls the grouting machine to perform quantitative grouting on the capsule grouting device on the displacement propagation path, and performs stress compensation on the soil in a timely manner.

[0014] Further, the capsule grouting device includes a grouting rod, a grouting bag is provided at the bottom of the grouting rod, the grouting bag includes at least one grouting body, each of the grouting bodies includes a grouting pipe, the inner cavity of the grouting pipe is connected with the inner cavity of the grouting rod, the upper end of the grouting pipe is provided with an external thread, the lower end of the grouting pipe is provided with an internal thread used in conjunction with the external thread, and a plug matched with the internal thread is provided below the grouting bag; a capsule body is provided on the outside of the grouting pipe, a grouting hole is provided on the grouting pipe, a connecting pipe connecting the inner cavity of the capsule body and the inner cavity of the grouting pipe is provided in the grouting hole, a grouting hose is provided in the grouting pipe, one end of the grouting hose is located outside the grouting rod, and the other end is located in the inner cavity of the grouting pipe and is provided with a conical grouting head, a boss used in conjunction with the conical grouting head is provided in the inner cavity of the grouting pipe, and a one-way sealing structure is provided below the boss.

[0015] Furthermore, the grouting hoses of each row of the capsule grouting devices are connected via a connecting pipe, and a plurality of the connecting pipes are connected via a collecting pipe, and the collecting pipe is connected to the output end of the grouting machine.

[0016] Furthermore, each of the grouting hoses is provided with a solenoid valve, and the solenoid valve is communicatively connected with the control system.

[0017] Furthermore, a contact sensor is provided on the outer peripheral surface of the conical grouting head, and the contact sensor is communicatively connected to the control system. A pipe winding mechanism and a driving mechanism for driving the pipe winding mechanism to rotate are provided below the solenoid valve. The grouting hose is wound on the pipe winding mechanism, and the driving mechanism is communicatively connected to the control system.

[0018] Furthermore, the displacement monitoring device includes an inclinometer tube, in which a plurality of inclinometer probes arranged axially along the inclinometer tube are arranged.

[0019] Further, in step S2, the diameter of the grouting hole is 60 mm to 100 mm; a drilling machine is used for drilling, and the vertical deviation rate is ensured to be less than 1% during drilling. Mud wall protection is used, and the capsule grouting device is vertically placed in the hole to ensure that the capsule grouting device sinks to the bottom of the hole. Fine sand is used to fill the gap between the capsule grouting device and the grouting hole, and the grouting hole is closed after filling.

[0020] Furthermore, the distance between the row of expansion mechanisms close to the tunnel and the tunnel edge is greater than the diameter of the tunnel.

[0021] The beneficial effects of the present invention are:

[0022] (1) The present invention can realize dynamic real-time monitoring of the displacement and deformation of the foundation pit retaining structure, the soil around the foundation pit, the intermediate soil, and the adjacent foundation pit protection objects. Through control system analysis, the deformation propagation path of the surrounding soil caused by the foundation pit construction can be accurately understood;

[0023] (2) The present invention adopts a capsule grouting device, which can flexibly assemble the length, layout depth and range of the expansion device according to the actual needs of different projects, so as to meet the stress compensation requirements of soil bodies within different depth ranges;

[0024] (3) The present invention adopts control measures based on the displacement deformation propagation area, which can realize real-time monitoring, timely compensation and dynamic control. The control system can identify the deformation propagation path of the surrounding soil caused by foundation pit excavation, calculate the required soil stress compensation value, and automatically control the capsule grouting device at the corresponding position to cause quantitative expansion deformation, so as to timely and effectively control the soil deformation propagation and effectively realize the displacement deformation protection of adjacent underground structures.

[0025] (4) The present invention adopts a full set of intelligent systems including intelligent monitoring, intelligent calculation, intelligent analysis, intelligent control, and intelligent feedback, which can realize all-time and all-weather intelligent unmanned control of soil displacement and deformation. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] Figure 1 It is a schematic diagram of soil displacement around the foundation pit;

[0027] Figure 2 is a schematic diagram of the present invention;

[0028] Figure 3 is a schematic diagram of a capsule grouting device installed in a grouting hole;

[0029] Figure 4 is a schematic diagram of a displacement monitoring device;

[0030] Figure 5 is a schematic diagram of a capsule grouting device;

[0031] Figure 6 It is a schematic diagram of the connection between the grouting hose and the conical grouting head;

[0032] Figure 7 is a cross-sectional view of the grouting body;

[0033] Figure 8 yes Figure 7 The enlarged view of point A in the middle;

[0034] Fig. 9 yes Figure 7 Enlarged view of point B in the middle.

[0035] Figure markings: 1-tunnel; 2-foundation pit; 3-compensation area; 4-expansion mechanism; 5-grouting hole; 6-monitoring area; 7-monitoring mechanism; 8-monitoring hole; 801-inclinometer tube; 802-inclinometer probe; 9-grouting machine; 10-control system; 11-grouting rod; 12-grouting bag; 13-grouting body; 14-grouting pipe; 141-external thread; 142-internal thread; 143-grouting hole; 15-plug; 16-bag body; 17-connecting pipe; 18-grouting hose; 181-conical grouting head; 182-solenoid valve; 183-contact sensor; 19-boss; 20-one-way sealing structure; 201-hinged seat; 202-sealing plate; 203-floating body; 204-sealing ring; 21-connecting pipe; 22-collecting pipe; 23-capsule grouting device; 24-pipe winding mechanism. DETAILED DESCRIPTION

[0036] Embodiments of the present invention are described in detail below, examples of which are shown in the accompanying drawings, wherein the same or similar reference numerals throughout represent the same or similar elements or elements having the same or similar functions. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain the present invention, and cannot be understood as limiting the present invention.

[0037] like Figure 2-Figure 9 As shown, the present invention provides an intelligent soil stress compensation method, comprising a tunnel 1 arranged in the soil, a foundation pit 2 is arranged on one side of the tunnel 1, a rectangular compensation area 3 is arranged between the foundation pit 2 and the tunnel 1, a plurality of columns of expansion mechanisms 4 are arranged in the compensation area 3, each column of the expansion mechanisms 4 includes a plurality of injection holes 5 arranged at intervals along the length direction of the tunnel 1, and a capsule grouting device 23 is arranged in each of the injection holes 5; a trapezoidal monitoring area 6 is arranged between the compensation area 3 and the foundation pit 2, a plurality of columns of monitoring mechanisms 7 are arranged in the monitoring area 6, each column of the monitoring mechanisms 7 includes a plurality of monitoring holes 8 arranged at intervals along the length direction of the tunnel 1, and a displacement monitoring device is arranged in each of the monitoring holes 8; and a grouting machine 9 and a control system 10 are also included, the output port of the grouting machine 9 is connected to the inner cavity of the capsule grouting device 23, and the control system 10 is respectively communicatively connected to the displacement monitoring device and the grouting machine 9.

[0038] The following steps are included:

[0039] S1: Determine the scope of compensation area 3 and monitoring area 6: Draw two soil displacement influence lines from the two end points of the sideline opposite to the foundation pit 2 and the tunnel 1, and intersect with the sideline of the tunnel 1. Draw a straight line perpendicular to the sideline of the tunnel 1 at the two intersection points. The length of the straight line is half of the vertical distance between the sideline of the foundation pit 2 and the sideline of the tunnel 1. Connect the two straight lines through a connecting line. The connecting line, the straight line and the sideline of the tunnel 1 enclose the compensation area 3; the connecting line, the soil displacement influence line and the sideline of the foundation pit 2 enclose the monitoring area 6;

[0040] S2: According to the scope of the compensation area 3, the structural conditions of the foundation pit 2 and the tunnel 1, and the actual requirements for soil displacement and deformation compensation strength in different areas of the project, the number of columns of the expansion mechanism 4 and the depth and spacing of the grouting holes 5 of each column of the expansion mechanism 4 are determined, and the total station is used to measure and lay out, calibrate the drilling positions of the grouting holes 5, and install the capsule grouting device 23 in the grouting holes 5;

[0041] S3: According to the scope of the monitoring area 6, the structural conditions of the foundation pit 2 and the tunnel 1, and the requirements for soil displacement and deformation monitoring in different areas of the actual project, determine the number of rows of monitoring mechanisms 7, as well as the depth and spacing of the monitoring holes 8 of each row of monitoring mechanisms 7, use a total station to measure and lay out, calibrate the drilling positions of the monitoring holes 8, and install displacement monitoring devices in the monitoring holes 8;

[0042] S4: connecting the output port of the grouting machine 9 to the inner cavity of the capsule grouting device 23, and connecting the control system 10 to the grouting machine 9 and the displacement monitoring device in communication;

[0043] S5: The displacement monitoring device transmits the monitoring data to the control system 10. The control system 10 calculates the displacement propagation path according to the displacement deformation values ​​of the soil monitored by the displacement monitoring devices at various locations in the monitoring area 6; determines the capsule grouting device 23 located on the displacement propagation path according to the displacement propagation path; the control system 10 immediately controls the grouting machine 9 to perform quantitative grouting on the capsule grouting device 23 on the displacement propagation path, and performs stress compensation on the soil in time.

[0044] Among them, the sideline of tunnel 1 is opposite to the sideline of foundation pit 2, and two soil displacement influence lines are drawn from the two end points of the sideline opposite to tunnel 1, intersecting with the sideline of tunnel 1. A straight line perpendicular to the sideline of tunnel 1 is made at the two intersection points respectively, and the length of the straight line is half of the vertical distance between the sideline of foundation pit 2 and the sideline of tunnel 1. The two straight lines are connected by a connecting line, and the connecting line, the straight line and the sideline of tunnel 1 form a rectangular compensation area 3; the grouting hole 5 is a circular hole drilled by a drilling machine, and the depth of the grouting hole 5 is not less than the burial depth of the bottom of tunnel 1. The capsule grouting device 23 can be grouted by a grouting machine 9. After grouting, the capsule grouting device 23 can expand to compensate for the stress release caused by soil deformation. The monitoring area 6 is a trapezoidal area surrounded by the connecting line, the soil displacement influence line and the edge line of the foundation pit 2. A monitoring hole 8 is drilled in the monitoring area 6 by a drilling rig. The depth of the monitoring hole 8 is not less than the design depth of the foundation pit 2. A displacement monitoring device is placed in the monitoring hole 8 to measure the displacement of the soil in the monitoring area 6; the displacement monitoring device is communicatively connected with the control system 10, that is, the displacement monitoring device can transmit the monitored displacement data to the control system 10, and the control system 10 analyzes the displacement data transmitted by each displacement monitoring device at different times and calculates the displacement propagation path; determines which capsule grouting devices 23 are located on the displacement propagation path according to the displacement propagation path; the control system 10 then controls the grouting machine 9 to grout the capsule grouting devices 23 located on the displacement propagation path, and timely performs stress compensation on the soil.

[0045] For further information, see Figure 5-Figure 9 The capsule grouting device 23 includes a grouting rod 11, a grouting bag 12 is arranged at the bottom of the grouting rod 11, the grouting bag 12 includes at least one grouting body 13, each of the grouting bodies 13 includes a grouting pipe 14, the inner cavity of the grouting pipe 14 is connected with the inner cavity of the grouting rod 11, the upper end of the grouting pipe 14 is provided with an external thread 141, the lower end of the grouting pipe 14 is provided with an internal thread 142 used in conjunction with the external thread 141, and a plug 15 matched with the internal thread 142 is arranged below the grouting bag 12; the grouting pipe 14 A bladder 16 is arranged on the outside, a grouting hole 143 is arranged on the grouting pipe 14, a connecting pipe 17 connecting the inner cavity of the bladder 16 and the inner cavity of the grouting pipe 14 is arranged in the grouting hole 143, a grouting hose 18 is arranged in the grouting pipe 14, one end of the grouting hose 18 is located outside the grouting rod 11, and the other end is located in the inner cavity of the grouting pipe 14 and is provided with a conical grouting head 181, a boss 19 used in conjunction with the conical grouting head 181 is arranged in the inner cavity of the grouting pipe 14, and a one-way sealing structure 20 is arranged below the boss 19.

[0046] The grouting rod 11 is a hollow steel pipe, the grouting bag 12 is composed of at least one grouting body 13, the number of grouting bodies 13 is determined according to the actual project, and the length of a single grouting body 13 can be arbitrarily selected according to the design; the grouting pipe 14 is coaxial with the grouting rod 11, and the inner cavity of the grouting pipe 14 is connected with the inner cavity of the grouting rod 11, so that the grouting hose 18 can pass through the grouting rod 11 and the grouting pipe 14 to grout the inner cavity of the grouting pipe 14; the upper end of the grouting pipe 14 is provided with an external thread 141, and the lower end of the grouting pipe 14 is provided with an internal thread 142 used in conjunction with the external thread 141 In this way, multiple grouting bodies 13 can be connected in sequence through threads, and a connecting thread used in conjunction with the external thread 141 can be provided at the bottom of the grouting rod 11, so that the grouting pipe 14 and the grouting rod 11 can be connected more conveniently; the plug 15 is used to close the lowest grouting body 13, and the plug 15 is provided with a thread connected to the internal thread 142 at the lower end of the grouting pipe 14; the bladder 16 is made of high-strength and high-elasticity rubber. When grouting is not performed, the bladder 16 is in a contracted state and is tightly tied to the grouting pipe 14 with a cloth strip. The bladder 16 expands during grouting. During the process, the cloth strip breaks. When the number of grouting bodies 13 is more than two, the expansion size of the bladder 16 of each grouting body 13 can be the same or different, which needs to be determined according to the actual engineering situation; the grouting holes 143 are evenly arranged along the circumference of the grouting pipe 14, and a connecting pipe 17 connecting the inner cavity of the bladder 16 and the inner cavity of the grouting pipe 14 is provided in the grouting hole 143. The connecting pipe 17 can be a rubber hose and is bonded to the inner wall of the grouting hole 143 with AB glue. The connecting pipe 17 can be integrally formed with the bladder 16. In order to achieve rapid grouting, the grouting hole 143 can be Multiple layers are provided; the grouting hose 18 can be a high-strength rubber hose with built-in steel wire, the conical grouting head 181 is integrally formed with the grouting hose 18, the diameter of the end of the conical grouting head 181 close to the grouting hose 18 is smaller than the diameter of the end away from the grouting hose 18, and when in use, the grouting hose 18 is penetrated from the bottom of the lowest grouting body 13, so that the conical grouting head 181 on the grouting hose 18 is located in the grouting pipe 14 of the lowest grouting body 13, and the other end of the grouting hose 18 passes through the inner cavity of the grouting rod 11 and is arranged outside the grouting rod 11, so as to be conveniently connected with the external grouting equipment;The inner diameter of the upper part of the grouting pipe 14 is R1, and the inner diameter of the lower part is R2, R1 is smaller than R2, and a boss 19 is formed at the position where the diameter of the upper part and the lower part change, and the grouting hole 143 is located below the boss 19. The inner diameter of the upper part of the grouting pipe 14 is larger than the diameter of the grouting hose 18, and the inner diameter of the upper part of the grouting pipe 14 is smaller than the end diameter of the conical grouting head 181 away from the grouting hose 18, so that the conical grouting head 181 can be stuck at the boss 19 position. 181 and the grouting hose 18 are both made of rubber material. After completing the grouting of a grouting body 13, the grouting hose 18 is pulled upward to compress and deform the conical grouting head 181, so that the conical grouting head 181 can smoothly pass through the upper part of the grouting pipe 14 and then enter the inner cavity of the upper-level grouting body 13; the one-way sealing structure 20 may include a hinged seat 201 arranged on the lower surface of the boss 19, and a sealing plate 202 is hinged on the hinged seat 201. The hinged seat 201 is fixedly connected to the lower surface of the boss 19, and the sealing plate 202 is a circular plate made of hard plastic. The diameter of the sealing plate 202 is larger than the inner diameter of the upper part of the grouting pipe 14 and smaller than the inner diameter of the lower part of the grouting pipe 14. As the slurry level in the grouting pipe 14 rises, the sealing plate 202 will be driven to rotate until the upper surface of the sealing plate 202 is in close contact with the lower surface of the boss 19. In this way, a grouting body 13 can be closed by a sealing component. The lower surface of the sealing plate 202 is provided with a floating body 203, and the upper surface of the sealing plate 202 is provided with a sealing ring 204. The floating body 203 can be an airbag, which is connected to the lower surface of the sealing plate 202 by bonding, and the sealing ring 204 can be a rubber ring. And when the slurry in the grouting body 13 is not solidified, the slurry can be prevented from overflowing from the grouting body 13, ensuring that the internal pressure of the grouting body 13 remains stable. ;

[0047] In the above embodiment, each capsule grouting device 23 needs to be connected to a grouting machine 9, which makes the operation difficult. Figure 2 The grouting hoses 18 of each row of the capsule grouting devices 23 are connected via a connecting pipe 21 , and a plurality of the connecting pipes 21 are connected via a collecting pipe 22 , and the collecting pipe 22 is connected to the output end of the grouting machine 9 .

[0048] In order to realize the grouting of a specific capsule grouting device 23, further, see Figure 5 Each of the grouting hoses 18 is provided with a solenoid valve 182, and the solenoid valve 182 is communicatively connected to the control system 10. When grouting is required for a specific capsule grouting device 23, the control system 10 controls the opening of the solenoid valve 182 to conduct the grouting hose 18, and then the control system 10 controls the grouting machine 9 to grout the specific capsule grouting device 23.

[0049] When two or more grouting bodies 13 are provided, after the grouting of the lowest grouting body 13, the worker needs to pull the grouting hose 18 upward to make the grouting hose 18 enter the second grouting body 13, which is inconvenient to use. Figure 6 A contact sensor 183 is provided on the outer circumference of the conical grouting head 181, and the contact sensor 183 is connected to the control system 10 for communication. A pipe winding mechanism 24 and a driving mechanism for driving the pipe winding mechanism 24 to rotate are provided below the solenoid valve 182, and the grouting hose 18 is wound on the pipe winding mechanism 24, and the driving mechanism is connected to the control system 10 for communication. The driving mechanism can be a servo motor, and the servo motor drives the pipe winding mechanism 24 to rotate, so that the grouting hose 18 is wound on the pipe winding mechanism 24, thereby pulling up the conical grouting head 181 into the upper-level grouting pipe 14. When the conical grouting head 181 contacts the boss 19 of the upper-level grouting pipe 14, the contact sensor 183 sends a signal to the control system 10, and the servo motor stops working.

[0050] For further information, see Figure 4 The displacement monitoring device includes an inclinometer tube 801, and a plurality of inclinometer probes 802 arranged axially along the inclinometer tube 801 are arranged in the inclinometer tube 801. First, a monitoring hole 8 is drilled at a determined monitoring position and the inclinometer tube 801 is buried in the monitoring hole 8. Then, the inclinometer probe 802 is placed in the inclinometer tube 801, and the inclinometer probe 802 is inserted into the inclinometer tube 801. Multiple inclinometer probes 802 can be fixed in series in one inclinometer tube 801 to measure the displacement of soil layers at different depths. When the soil body is displaced and deformed, the inclinometer tube 801 will be deformed, so that the inclinometer probe 802 obtains the relative displacement of the corresponding part, and transmits the displacement value to the control system 10 in real time.

[0051] Further, in step S2, the aperture of the grouting hole 5 is 60 mm to 100 mm; a drilling machine is used for drilling, and the vertical deviation rate is ensured to be less than 1% during drilling. Mud wall protection is used to prevent hole collapse, and the capsule grouting device 23 is placed vertically into the hole to ensure that the capsule grouting device 23 sinks to the bottom of the hole. Fine sand is used to fill the gap between the capsule grouting device 23 and the grouting hole 5, and the grouting hole 5 is closed after filling.

[0052] Furthermore, in step S2, the distance between the row of expansion mechanisms 4 close to the tunnel 1 and the edge of the tunnel 1 is greater than the diameter of the tunnel 1, so as to avoid the capsule grouting device 23 affecting the structure of the tunnel 1 when expanding.

[0053] The embodiments of this specific implementation method are all preferred embodiments of the present invention, and are not intended to limit the protection scope of the present invention. Therefore, any equivalent changes made based on the structure, shape, and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. A soil stress intelligent compensation method, comprising a tunnel (1) arranged in the soil, a foundation pit (2) being arranged on one side of the tunnel (1), characterized in that: A rectangular compensation area (3) is provided between the foundation pit (2) and the tunnel (1), and a plurality of rows of expansion mechanisms (4) are provided in the compensation area (3), and each row of the expansion mechanisms (4) comprises a plurality of injection holes (5) arranged at intervals along the length direction of the tunnel (1), and a capsule grouting device (23) is provided in each injection hole (5); a trapezoidal monitoring area (6) is provided between the compensation area (3) and the foundation pit (2), and a plurality of rows of monitoring mechanisms (7) are provided in the monitoring area (6), and each row of the monitoring mechanisms (7) comprises a plurality of monitoring holes (8) arranged at intervals along the length direction of the tunnel (1), and each monitoring hole (8) has a capsule grouting device (23) in it. A displacement monitoring device is provided; the device also includes a grouting machine (9) and a control system (10); the output port of the grouting machine (9) is in communication with the inner cavity of the capsule grouting device (23); the control system (10) is in communication connection with the displacement monitoring device and the grouting machine (9) respectively; the capsule grouting device (23) includes a grouting rod (11); a grouting bag (12) is provided at the bottom of the grouting rod (11); the grouting bag (12) includes at least one grouting body (13); each of the grouting bodies (13) includes a grouting pipe (14); the inner cavity of the grouting pipe (14) is in communication with the inner cavity of the grouting rod (11); the grouting pipe (14) is in communication with the inner cavity of the grouting rod (11); ) is provided with an external thread (141) at the upper end, the lower end of the grouting pipe (14) is provided with an internal thread (142) used in conjunction with the external thread (141), and a plug (15) is provided below the grouting bag (12) and is used in conjunction with the internal thread (142); a bag body (16) is provided on the outside of the grouting pipe (14), a grouting hole (143) is provided on the grouting pipe (14), a connecting pipe (17) connecting the inner cavity of the bag body (16) and the inner cavity of the grouting pipe (14) is provided in the grouting hole (143), a grouting hose (18) is provided in the grouting pipe (14), and one end of the grouting hose (18) is located at the grouting hole (143). The outside of the rod (11) and the other end thereof are located in the inner cavity of the grouting pipe (14) and are provided with a conical grouting head (181); a boss (19) for use with the conical grouting head (181) is provided in the inner cavity of the grouting pipe (14); a one-way sealing structure (20) is provided below the boss (19); the one-way sealing structure (20) comprises a hinged seat (201) provided on the lower surface of the boss (19); a sealing plate (202) is hingedly connected to the hinged seat (201); a floating body (203) is provided on the lower surface of the sealing plate (202); and a sealing ring (204) is provided on the upper surface of the sealing plate (202); The following steps are included: S1: Determine the scope of the compensation area (3) and the monitoring area (6): Draw two soil displacement influence lines from the two end points of the sidelines opposite to the foundation pit (2) and the tunnel (1) and intersect with the sideline of the tunnel (1). Draw a straight line perpendicular to the sideline of the tunnel (1) at each of the two intersection points. The length of the straight line is half the vertical distance between the sidelines of the foundation pit (2) and the sidelines of the tunnel (1). Connect the two straight lines with a connecting line. The connecting line, the straight line and the sideline of the tunnel (1) enclose the compensation area (3); the connecting line, the soil displacement influence line and the sideline of the foundation pit (2) enclose the monitoring area (6); S2: According to the range of the compensation area (3), the structural conditions of the foundation pit (2) and the tunnel (1), and the actual requirements for soil displacement and deformation compensation strength in different areas of the project, the number of columns of the expansion mechanism (4) and the depth and spacing of the grouting holes (5) of each column of the expansion mechanism (4) are determined, and a total station is used to measure and lay out, calibrate the drilling positions of the grouting holes (5), and install a capsule grouting device (23) in the grouting holes (5); S3: According to the scope of the monitoring area (6), the structural conditions of the foundation pit (2) and the tunnel (1), and the actual requirements for soil displacement and deformation monitoring in different areas of the project, the number of rows of monitoring mechanisms (7) and the depth and spacing of the monitoring holes (8) of each row of monitoring mechanisms (7) are determined, a total station is used to measure and lay out, the drilling positions of the monitoring holes (8) are calibrated, and displacement monitoring devices are installed in the monitoring holes (8); S4: connecting the output port of the grouting machine (9) to the inner cavity of the capsule grouting device (23), and connecting the control system (10) to the grouting machine (9) and the displacement monitoring device in communication; S5: The displacement monitoring device transmits the monitoring data to the control system (10), and the control system (10) calculates the displacement propagation path according to the displacement deformation values ​​of the soil body monitored by the displacement monitoring devices at various locations in the monitoring area (6); determines the capsule grouting device (23) located on the displacement propagation path according to the displacement propagation path; and the control system (10) immediately controls the grouting machine (9) to perform quantitative grouting on the capsule grouting device (23) on the displacement propagation path, thereby timely performing stress compensation on the soil body.

2. The soil stress intelligent compensation method according to claim 1, characterized in that: The grouting hoses (18) of each row of the capsule grouting devices (23) are connected via a connecting pipe (21), and a plurality of the connecting pipes (21) are connected via a collecting pipe (22), and the collecting pipe (22) is connected to the output end of the grouting machine (9).

3. The soil stress intelligent compensation method according to claim 2, characterized in that: Each of the grouting hoses (18) is provided with a solenoid valve (182), and the solenoid valve (182) is communicatively connected to the control system (10).

4. The soil stress intelligent compensation method according to claim 3, characterized in that: A contact sensor (183) is provided on the outer peripheral surface of the conical grouting head (181), and the contact sensor (183) is communicatively connected to the control system (10). A pipe winding mechanism (24) and a driving mechanism for driving the pipe winding mechanism (24) to rotate are provided below the solenoid valve (182). The grouting hose (18) is wound on the pipe winding mechanism (24), and the driving mechanism is communicatively connected to the control system (10).

5. The soil stress intelligent compensation method according to claim 1, characterized in that: The displacement monitoring device comprises an inclinometer tube (801), wherein a plurality of inclinometer probes (802) arranged axially along the inclinometer tube (801) are arranged in the inclinometer tube (801).

6. The soil stress intelligent compensation method according to claim 1, characterized in that: In step S2, the diameter of the injection hole (5) is 60 mm to 100 mm; a drilling machine is used to drill the hole, and the vertical deviation rate is ensured to be less than 1% during drilling. Mud wall protection is used, and the capsule grouting device (23) is vertically placed in the hole to ensure that the capsule grouting device (23) sinks to the bottom of the hole. Fine sand is used to fill the gap between the capsule grouting device (23) and the injection hole (5), and the injection hole (5) is closed after the filling is completed.

7. The soil stress intelligent compensation method according to claim 1, characterized in that: The distance between the row of expansion mechanisms (4) close to the tunnel (1) and the edge of the tunnel (1) is greater than the diameter of the tunnel (1).

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