CN110578330A - Device and method for controlling tunnel deformation by using cable anchors and underground diaphragm wall outside pit - Google Patents
Device and method for controlling tunnel deformation by using cable anchors and underground diaphragm wall outside pit Download PDFInfo
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- CN110578330A CN110578330A CN201910792885.6A CN201910792885A CN110578330A CN 110578330 A CN110578330 A CN 110578330A CN 201910792885 A CN201910792885 A CN 201910792885A CN 110578330 A CN110578330 A CN 110578330A
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- 238000000034 method Methods 0.000 title claims abstract description 29
- 238000012806 monitoring device Methods 0.000 claims abstract description 34
- 238000006073 displacement reaction Methods 0.000 claims abstract description 24
- 238000009412 basement excavation Methods 0.000 claims abstract description 21
- 238000004873 anchoring Methods 0.000 claims description 16
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 238000012544 monitoring process Methods 0.000 claims description 5
- 238000010276 construction Methods 0.000 abstract description 19
- 239000002689 soil Substances 0.000 abstract description 7
- 238000009933 burial Methods 0.000 abstract description 2
- 238000005553 drilling Methods 0.000 abstract description 2
- 239000011440 grout Substances 0.000 description 6
- 238000013461 design Methods 0.000 description 4
- 230000007613 environmental effect Effects 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000005465 channeling Effects 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
Abstract
The invention discloses a method for controlling tunnel deformation by using cable anchors and an out-of-pit diaphragm wall, which comprises the steps of estimating the deformation of an out-of-pit tunnel according to the excavation depth of a foundation pit and the supporting condition of the foundation pit, designing the position of the out-of-pit diaphragm wall, drilling cable anchors to the out-of-pit diaphragm wall by using grouting holes in tunnel pipe sheets, fixing the cable anchor ends in the diaphragm wall, arranging a displacement monitoring device and jacks in the tunnel, designing the number and the layout of the cable anchors and the size of the diaphragm wall according to different properties of an out-of-pit soil body, the burial depth of the tunnel and the existing deformation value of the tunnel, and dynamically adjusting the tension control force of the jacks in the tunnel in real time according to the deformation of the tunnel caused by excavation of the foundation pit to realize the active control of the out-of-pit tunnel deformation so as to prevent the tunnel from generating excessive deformation to influence on the. The method has small influence on the surrounding environment, and has low cost, convenient operation and convenient construction.
Description
Technical Field
The invention belongs to the technical field of foundation and foundation engineering construction, and relates to an active control method for controlling deformation of a tunnel outside a foundation pit by using cable anchors.
Background
With the rapid development of social economy in China, the construction progress of modern cities is accelerated continuously, large comprehensive multifunctional building groups emerge continuously, and the construction of infrastructure facilities is improved day by day. In the process of excavation of the foundation pit, the unloading action of the adjacent side soil body causes the foundation pit enclosure structure to generate corresponding deformation, so that the adjacent building foundation or tunnel outside the pit and the like generate corresponding displacement deformation along with the soil body. For example, the existing operation subway tunnel is mostly a shield tunnel connected by precast concrete segments and high-strength bolts and is sensitive to deformation. Too big deformation not only can lead to opening, wrong platform, the track warp deformation of connecting between the section of jurisdiction, influences subway train's operation, and serious person can lead to the tunnel further to take place big deformation and damage because of the hourglass husky phenomenon that leaks that the deformation opening volume is too big to cause between the section of jurisdiction even. Therefore, it is important to strictly control the deformation of the tunnel outside the foundation pit during the construction of a new project.
At present, methods for controlling the deformation of a tunnel outside a foundation pit include a passive control method and a grouting active control method, but due to the limitations of technical level, economic conditions and the like, the efficiency of measures for controlling the deformation of the tunnel outside the pit is still low, and the measures are mainly shown in the following aspects:
Firstly, the passive control method is mainly a method for improving the properties of soil by increasing the strength, the elastic modulus and the like of the soil through grouting, and reducing the influence of excavation of a foundation pit on deformation of a tunnel.
Secondly, the active grouting control method is to dynamically perform grouting in real time according to the deformation of the tunnel to control the deformation of the tunnel, but the current grouting method cannot control the flow direction of the grouted grout, so that the expected size, position and shape of the grouted grout cannot be obtained, particularly when the flow rate of underground water is large, the grout is often washed away by underground water, is difficult to solidify and harden in a fixed area, is easy to generate phenomena of grout leakage and grout channeling along a grouting pipe and an adjacent structure, and the diffusion of the grout can cause potential influence on the construction of peripheral engineering, causes certain pollution to the adjacent underground water and soil, and is not beneficial to environmental protection.
disclosure of Invention
Aiming at the technical problems that the conventional passive control method for controlling the deformation of the tunnel outside the foundation pit and the grouting active control cannot dynamically control the deformation of the tunnel in real time and the like, the invention provides an active control method for controlling the deformation of the tunnel outside the foundation pit by using cable anchors and a ground connecting wall. The deformation of the tunnel outside the pit can be monitored in real time in the foundation pit construction process, and the deformation of the tunnel is controlled by utilizing the supporting force of the diaphragm wall and the tensioning control force of the jack in the tunnel according to the monitored deformation value, so that the real-time initiative of deformation control is realized.
In order to solve the technical problems, the invention is realized by the following technical scheme:
the invention provides a device for controlling tunnel deformation by using cable anchors and an outer pit diaphragm wall, which comprises the outer pit diaphragm wall, wherein the outer pit diaphragm wall is arranged on one side of a tunnel, which is far away from a foundation pit supporting wall; a plurality of sets of tension control and deformation monitoring devices are arranged between the underground diaphragm wall outside the pit and the tunnel, and each set of tension control and deformation monitoring device comprises 2-3 cable anchors, jacks with the same number as the cable anchors and four displacement monitoring devices; in each set of tension control and deformation monitoring device, the cable anchor is connected between the tunnel and the underground diaphragm wall outside the pit, and the jack is arranged at the anchoring end of the cable anchor, which is positioned in the tunnel; two displacement monitoring devices are arranged on two sides of a track bed of the tunnel, and the other two displacement monitoring devices are arranged at the middle waist positions on two sides of the tunnel.
Further, the device for controlling the deformation of the tunnel by using the cable anchors and the underground diaphragm wall outside the pit is characterized in that the number of the cable anchors in each set of tension control and deformation monitoring device is 2 or 3; when the number of the cable anchors is 2, the two cable anchors and the pit outer underground diaphragm wall are arranged according to a triangle, and the included angle between the two cable anchors and the pit outer underground diaphragm wall is 45-80 degrees; when the number of the cable anchors is 3, one cable anchor is perpendicular to the pit outer diaphragm wall, the other two cable anchors and the pit outer diaphragm wall are arranged in a triangular mode, and the included angle between the two cable anchors and the pit outer diaphragm wall is 45-80 degrees.
And a first cable anchor end is arranged on the underground diaphragm wall outside the pit, a second cable anchor end is arranged on the duct piece of the tunnel, and two ends of the cable anchor are respectively connected with the first cable anchor end and the second cable anchor end.
And the second cable anchor end is arranged in the grouting hole of the duct piece.
The type of the out-of-pit diaphragm wall is one of a reinforced concrete wall, a cured mortar wall, and a steel wall.
The distance between the ground connecting wall outside the pit and the center of the tunnel is 2-5 times of the diameter of the tunnel; the height of the outer underground diaphragm wall of the pit is about 3-5 times of the diameter of the tunnel, the length of the outer underground diaphragm wall of the pit is larger than or equal to the excavation length of the foundation pit, and the thickness of the outer underground diaphragm wall of the pit meets the requirement of anchoring constraint force.
And a rubber pad is arranged at the end head of the second cable anchor, and is positioned between the jack and the end head of the second cable anchor.
and a water stop pad is arranged at the joint of the duct piece of the tunnel.
Meanwhile, the device for controlling the tunnel deformation provided by the invention realizes the active control of the tunnel deformation outside the foundation pit, and comprises the following steps:
The method comprises the following steps that firstly, the outer-pit diaphragm wall is positioned, the deformation trend of a tunnel is estimated according to the buried depth of the outer tunnel of the foundation pit, the horizontal distance from the foundation pit, the excavation depth of the foundation pit and the supporting condition of the foundation pit, and the position of the outer-pit diaphragm wall is determined;
Constructing cable anchors, namely constructing sleeves and cable anchors to cable anchor ends of the underground diaphragm wall outside the pit by using grouting holes in tunnel segments, wherein the number and the layout of the cable anchors are designed and determined according to the estimated deformation trend and deformation value of the tunnel;
Constructing the underground diaphragm wall outside the pit, namely constructing the underground diaphragm wall outside the pit after the cable anchor is arranged at a designed position, wherein the type of the underground diaphragm wall outside the pit is a reinforced concrete wall or a cured mortar wall or a steel wall according to actual engineering requirements; the length of the out-of-pit diaphragm wall is the same as the excavation length of the foundation pit, and the height and the thickness of the out-of-pit diaphragm wall meet the conditions that the out-of-pit diaphragm wall is determined according to the requirements of strength and rigidity under the supporting counter force required to be provided by the estimated deformation value of the tunnel; installing a cable anchor end head at the side of the underground diaphragm wall outside the pit, which is far away from the tunnel, and anchoring the cable anchor in the underground diaphragm wall outside the pit;
Fourthly, installing a tunnel displacement monitoring device, and installing the displacement monitoring device in the tunnel;
And fifthly, installing a jack and performing tunnel deformation control, installing the jack at the anchoring end of the tunnel to provide tension control force of the cable anchor, and dynamically adjusting the control force in real time according to the displacement monitoring data in the tunnel.
In the method for controlling the deformation of the tunnel by using the cable anchors and the underground diaphragm wall outside the pit, a set of tension control and deformation monitoring device is arranged every 4 meters along the direction of the tunnel.
the invention has the beneficial effects that:
the invention can realize the active control of the deformation of the tunnel outside the foundation pit: the position of the diaphragm wall, the arrangement form and the number of the cable anchors can be manually selected according to the deformation condition of the tunnel, and the tension control force of the jack is dynamically adjusted in real time according to the monitoring value of the tunnel deformation, so that the active control of the tunnel deformation outside the foundation pit is realized.
The invention can realize small influence on the surrounding environment: because the disturbance of the construction process to the original stratum is small, the deformation of the tunnel outside the pit can be controlled under the condition of little influence on the surrounding buildings.
the invention can realize green environmental protection: as the whole construction process does not involve grouting, the method has little influence on the original stratum and the existing construction, can realize the green and environment-friendly construction process and meets the requirement of environmental protection.
drawings
FIG. 1 is a schematic elevation view of the apparatus for controlling tunnel deformation of the present invention;
Fig. 2 is a schematic plan view of the tunnel deformation controlling apparatus shown in fig. 1.
In the figure: 1-tunnel, 2-cable anchor, 3-pit external diaphragm wall, 4-second cable anchor end, 5-first cable anchor end, 6-foundation pit supporting wall, 7-foundation pit supporting beam, 8-jack and 9-displacement monitoring device.
Detailed Description
In order to further understand the contents, features and effects of the present invention, the following embodiments are illustrated and described in detail with reference to the accompanying drawings:
The design idea of the invention is that the cable anchor and the underground diaphragm wall are utilized to actively control the deformation of the tunnel outside the foundation pit, namely, the underground diaphragm wall outside the pit is arranged, the cable anchor is arranged between the underground diaphragm wall outside the pit and the tunnel, the jack is arranged at the anchoring head at the end of the tunnel, the displacement monitoring device is arranged in the tunnel, the deformation of the tunnel outside the pit caused by the deformation condition of the supporting wall caused by the construction of the foundation pit and the construction condition of the supporting beam of the foundation pit is monitored in real time, and the active control of the deformation of the tunnel is realized by utilizing the constraint force provided by the underground diaphragm wall outside the pit and the tension control force of the jack in the tunnel, so as to ensure the design requirement and the safety of the tunnel structure.
As shown in fig. 1 and 2, the device for controlling tunnel deformation by using cable anchors and the out-of-pit diaphragm wall provided by the invention comprises an out-of-pit diaphragm wall 3, wherein the out-of-pit diaphragm wall 3 is arranged on one side of a tunnel 1 far away from a foundation pit supporting wall 6, the position and the size of the out-of-pit diaphragm wall 3 can be designed and adjusted according to the deformation value of the adjacent tunnel 1 caused by foundation pit excavation, for example, the specific position of the out-of-pit diaphragm wall 3 is designed according to the tunnel estimated value obtained by the excavation depth of the foundation pit, the supporting condition and the like, and the distance between the out-of-pit diaphragm wall 3 and the center of the tunnel 1 is generally 2-5 times of the tunnel diameter; the concrete size of the out-of-pit diaphragm wall 3 should be designed and determined according to actual conditions, the length of the out-of-pit diaphragm wall 3 is generally the length of the foundation pit excavation or is larger than the length of the foundation pit excavation, the thickness of the out-of-pit diaphragm wall meets the requirement of anchoring constraint force, and the height of the out-of-pit diaphragm wall is generally 3-5 times of the diameter of the tunnel. The type of the out-pit diaphragm wall 3 should be designed according to actual conditions, and reinforced concrete walls, cured mortar walls, steel walls and the like can be selected to facilitate construction and reduce construction cost.
A plurality of sets of tension control and deformation monitoring devices are arranged between the pit outer ground connecting wall 3 and the tunnel 1, and generally, one set of tension control and deformation monitoring device is arranged every 4 meters along the moving direction of the tunnel 1. Each set of tension control and deformation monitoring device comprises 2-3 cable anchors 2, jacks 8 with the same number as the cable anchors and four displacement monitoring devices 9.
In each set of tension control and deformation monitoring device, the cable anchors 2 are connected between the tunnel 1 and the underground diaphragm wall 3 outside the pit, and the quantity and the positions of the cable anchors 2 can be designed and adjusted according to the deformation value of the tunnel 1 caused by the tunnel burial depth and the foundation pit excavation. The cable anchor 2 is typically a wire anchor, the strength, stiffness and diameter of which are designed to meet the design requirements. The number of the cable anchors 2 is generally 2-3, and the deformation direction of the tunnel can be controlled by applying different tension forces to different cable anchor ends. If the number of the cable anchors 2 is 2, the two cable anchors 2 and the pit outer diaphragm wall 3 are arranged according to a triangle, and the included angle between the two cable anchors 2 and the pit outer diaphragm wall 3 is 45-80 degrees; if the number of the cable anchors 2 is 3, one cable anchor 2 is perpendicular to the pit outer diaphragm wall 3, the other two cable anchors 2 and the pit outer diaphragm wall 3 are arranged according to a triangle, and the included angle between the two cable anchors 2 and the pit outer diaphragm wall 3 is 45-80 degrees.
Jack 8 sets up being located of cable anchor 2 the anchor end in tunnel 1, be equipped with first cable anchor end (being the outer ground of foundation ditch even wall anchor end) head 5 on the outer wall 3 of hole, be equipped with second cable anchor end (being the tunnel anchor end) head 4 on the section of jurisdiction of tunnel 1, second cable anchor end 4 sets up downtheholely at the slip casting of section of jurisdiction, can set up the stagnant water pad in the 1 joint department of tunnel section of jurisdiction to reduce the influence of leaking that probably appears in the deformation control. Two ends of the cable anchor 2 are respectively connected with a first cable anchor end 5 and the second cable anchor end 4. A rubber pad may be provided at the second cable anchor head (i.e. the tunnel end anchor head) 4, the rubber pad being located between the jack 8 and the second cable anchor head 4 to diffuse the jack control force to reduce damage to the tunnel segments. The tensioning control force of the jack 8 at the anchoring end of the tunnel can be dynamically adjusted in real time according to the monitoring value of the deformation of the adjacent tunnel 1 caused by excavation of the foundation pit, so that the control requirement of the tunnel deformation is met.
And four displacement monitoring devices, wherein two displacement monitoring devices are arranged on two sides of the track bed of the tunnel 1, and the other two displacement monitoring devices 9 are arranged at the middle waist positions on two sides of the tunnel 1.
When the tunnel deformation control device is used, the deformation of the tunnel 1 outside the pit is monitored in real time according to the deformation condition of the foundation pit supporting wall 6 caused by foundation pit construction and the deformation condition of the tunnel 1 outside the pit caused by the construction condition of the foundation pit supporting beam 7, and the tension is controlled by the jack 8 at the anchoring end of the tunnel end, so that the real-time active control of the tunnel deformation is realized.
The device for controlling the deformation of the tunnel by using the cable anchor and the underground diaphragm wall outside the pit is utilized to realize the active control of the deformation of the tunnel outside the foundation pit, and comprises the following steps:
step one, positioning of the underground diaphragm wall 3 outside the pit: and predicting the deformation trend of the tunnel 1 according to the buried depth of the tunnel 1 outside the foundation pit, the horizontal distance from the foundation pit, the excavation depth of the foundation pit and the supporting condition of the foundation pit, and then determining the position of the underground diaphragm wall 3 outside the foundation pit according to the predicted tunnel deformation.
Step two, constructing the cable anchor 2: and (3) constructing a sleeve and cable anchors 2 to cable anchor ends of the underground diaphragm wall 3 outside the pit by using grouting holes in segments of the tunnel 1, wherein the quantity and the layout of the cable anchors 2 are designed and determined according to the estimated deformation trend and deformation value of the tunnel 1.
step three, constructing the underground diaphragm wall outside the pit 3: and after the cable anchor 2 is arranged at a designed position, constructing the pit outer diaphragm wall 3, determining the type of the pit outer diaphragm wall 3 according to actual engineering requirements, and selecting reinforced concrete beams, cured mortar walls, steel walls and the like so as to facilitate construction and reduce cost. An anchoring device is arranged at the end of the extra-pit diaphragm wall, a second cable anchor head 4 is arranged at the side of the extra-pit diaphragm wall 3 far away from the tunnel, and the cable anchor is anchored in the extra-pit diaphragm wall 3 to provide enough supporting force. The length of the pit outer diaphragm wall 3 is generally the excavation length of a foundation pit, and the thickness of the pit outer diaphragm wall 3 should meet the requirements of anchoring strength and rigidity. The length of the pit outer diaphragm wall 3 is the same as or larger than the excavation length of the foundation pit, and the height and the thickness of the pit outer diaphragm wall 3 meet the conditions that the height and the thickness are determined according to the requirements of strength and rigidity under the supporting counter force required to be provided by estimating the deformation value of the tunnel.
Fourthly, installing a tunnel displacement monitoring device, and installing a displacement monitoring device 9 in the tunnel 1; so as to dynamically monitor and master the deformation condition of the tunnel in real time.
Installing a jack 8 and performing tunnel deformation control: and a jack 8 is arranged at the anchoring end of the tunnel 1 to provide tension control force of the cable anchor 2, and the magnitude of the control force is dynamically adjusted in real time according to the construction condition of the support in the foundation pit and the monitoring condition of the displacement in the tunnel 1. The deformation of the tunnel is strictly controlled by using the anchoring counter force of the diaphragm wall and the tensioning control force of the jack, so that the safety of the tunnel is ensured. Meanwhile, a rubber pad can be placed at the jack, stress concentration is avoided, and adverse effects on the tunnel in the process of applying force by the jack are reduced to the maximum extent.
in conclusion, the method for controlling the tunnel deformation mainly comprises the step of actively controlling the deformation of the tunnel outside the foundation pit by changing the number and the layout of the cable anchors, the layout of the underground diaphragm wall outside the pit and the control force of the jacks according to the deformation of the tunnel caused by excavation of the foundation pit, so that the tunnel is prevented from being excessively deformed to influence the safety of the tunnel and the subway operation. The method comprises the steps of firstly, estimating deformation of a tunnel outside the pit according to the excavation depth of the pit and the supporting condition of the pit, then designing the position of a ground connection wall, drilling cable anchors to the underground connection wall by using grouting holes in tunnel pipe pieces, fixing cable anchor ends in the underground connection wall, arranging a displacement monitoring device and a tension control device in the tunnel, and simultaneously, dynamically adjusting the tension control force of jacks in the tunnel in real time to realize active control of deformation of the tunnel outside the pit according to different properties of soil outside the pit, the buried depth of the tunnel and the existing deformation value of the tunnel to design the number and the layout of the cable anchors and the size of the ground connection wall, wherein the influence on the surrounding environment is small, and the method is low in cost, convenient to operate and convenient to construct.
although the present invention has been described with reference to the accompanying drawings, the present invention is not limited to the above embodiments, which are only illustrative and not restrictive, and those skilled in the art can make various changes and modifications within the spirit and scope of the present invention without departing from the spirit and scope of the present invention as defined in the appended claims.
Claims (10)
1. A device for controlling tunnel deformation by using a cable anchor and an outer-pit diaphragm wall is characterized by comprising an outer-pit diaphragm wall (3), wherein the outer-pit diaphragm wall (3) is arranged on one side of a tunnel (1) far away from a foundation pit supporting wall (6); a plurality of sets of tension control and deformation monitoring devices are arranged between the underground diaphragm wall (3) outside the pit and the tunnel (1), and each set of tension control and deformation monitoring device comprises 2-3 cable anchors (2), jacks (8) with the same number as the cable anchors and four displacement monitoring devices (9); in each set of tension control and deformation monitoring device, the cable anchor (2) is connected between the tunnel (1) and the underground diaphragm wall (3) outside the pit, and the jack (8) is arranged at the anchoring end of the cable anchor (2) positioned in the tunnel (1); two displacement monitoring devices are arranged on two sides of a track bed of the tunnel (1), and the other two displacement monitoring devices (9) are arranged at the middle waist positions of two sides of the tunnel (1).
2. The device for controlling the deformation of the tunnel by using the cable anchors and the underground diaphragm wall outside the pit according to the claim 1, characterized in that the number of the cable anchors (2) in each set of the tension control and deformation monitoring device is 2 or 3;
when the number of the cable anchors (2) is 2, the two cable anchors (2) and the pit outer diaphragm wall (3) are arranged according to a triangle, and the included angle between the two cable anchors (2) and the pit outer diaphragm wall (3) is 45-80 degrees;
When the number of the cable anchors (2) is 3, one cable anchor (2) is perpendicular to the pit outer underground diaphragm wall (3), the other two cable anchors (2) and the pit outer underground diaphragm wall (3) are arranged in a triangular mode, and the included angle between the two cable anchors (2) and the pit outer underground diaphragm wall (3) ranges from 45 degrees to 80 degrees.
3. the device for controlling the deformation of the tunnel by using the cable anchor and the extra-pit diaphragm wall according to claim 1, wherein a first cable anchor end (5) is arranged on the extra-pit diaphragm wall (3), a second cable anchor end (4) is arranged on a segment of the tunnel (1), and two ends of the cable anchor (2) are respectively connected with the first cable anchor end (5) and the second cable anchor end (4).
4. The apparatus for controlling tunnel deformation by means of cable anchors and extrapit diaphragm according to claim 1, characterized in that the second cable anchor head (4) is placed in the grouting hole of the segment.
5. The apparatus for controlling tunnel deformation using cable anchors and pit outer diaphragm wall according to claim 1, wherein the type of the pit outer diaphragm wall (3) is one of reinforced concrete wall, cured mortar wall and steel wall.
6. The apparatus for controlling tunnel deformation using cable anchors and extrapit diaphragm according to claim 1, wherein the distance between the extrapit diaphragm (3) and the center of the tunnel (1) is 2-5 times the diameter of the tunnel; the height of the pit outer diaphragm wall (3) is about 3-5 times of the diameter of the tunnel, the length of the pit outer diaphragm wall (3) is larger than or equal to the excavation length of the foundation pit, and the thickness of the pit outer diaphragm wall (3) meets the requirement of anchoring constraint force.
7. the device for controlling the deformation of the tunnel by using the cable anchor and the underground diaphragm wall outside the pit as claimed in claim 1, wherein a rubber pad is arranged at the second cable anchor head (4), and the rubber pad is positioned between the jack (8) and the second cable anchor head (4).
8. The device for controlling the deformation of the tunnel by using the cable anchors and the underground diaphragm wall outside the pit as claimed in claim 1, wherein a water stop pad is arranged at the segment joint of the tunnel (1).
9. A method for controlling tunnel deformation by using cable anchors and underground diaphragm walls outside a pit is characterized in that: the device for controlling the deformation of the tunnel according to any one of claims 1 to 8 is used for realizing the active control of the deformation of the tunnel outside the foundation pit, and comprises the following steps:
The method comprises the following steps that firstly, the out-of-pit diaphragm wall (3) is positioned, the deformation trend of the tunnel (1) is estimated according to the buried depth of the out-of-pit tunnel (1), the horizontal distance from the foundation pit, the excavation depth of the foundation pit and the supporting condition of the foundation pit, and the position of the out-of-pit diaphragm wall (3) is determined;
Constructing cable anchors (2), namely constructing sleeves and cable anchors (2) to cable anchor ends of the underground diaphragm wall (3) outside the pit by using grouting holes in segments of the tunnel (1), and designing and determining the number and the layout of the cable anchors (2) according to the estimated deformation trend and deformation value of the tunnel (1);
constructing an outer-pit diaphragm wall (3), constructing the outer-pit diaphragm wall (3) after the cable anchor (2) is arranged at a designed position, and selecting a reinforced concrete wall or a cured mortar wall or a steel wall according to the actual engineering requirement for the type of the outer-pit diaphragm wall (3); the length of the pit outer diaphragm wall (3) is the same as the excavation length of a foundation pit, and the height and the thickness of the pit outer diaphragm wall (3) meet the conditions that the height and the thickness are determined according to the requirements of strength and rigidity under the supporting counter force required to be provided by the estimated deformation value of the tunnel; installing a cable anchor end head (5) at the side of the underground diaphragm wall (3) far away from the tunnel, and anchoring the cable anchor in the underground diaphragm wall;
Fourthly, installing a tunnel displacement monitoring device, and installing a displacement monitoring device (9) in the tunnel (1);
and fifthly, installing a jack (8) and performing tunnel deformation control, installing the jack (8) at the anchoring end of the tunnel (1) to provide tension control force of the cable anchor (2), and dynamically adjusting the control force in real time according to the displacement monitoring data in the tunnel (1).
10. the method of controlling tunnel deformation using cable anchors and extrapit diaphragm walls as claimed in claim 9, wherein: and a set of tension control and deformation monitoring device is arranged every 4 meters along the direction of the tunnel (1).
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| JPH05332078A (en) * | 1992-06-02 | 1993-12-14 | Minoru Yamamoto | Widening method of underground tunnel |
| CN205036384U (en) * | 2015-08-28 | 2016-02-17 | 中铁二十五局集团第四工程有限公司 | Bias voltage dissolves tunnel supporting construction under environment of chamber |
| CN106761780A (en) * | 2016-11-28 | 2017-05-31 | 浙江大学城市学院 | Shield tunnel deformation repair method under a kind of ground Loading |
| CN107191210A (en) * | 2017-06-16 | 2017-09-22 | 中铁第勘察设计院集团有限公司 | Shield tunnel anti-floating system and its construction method based on prestress anchorage cable |
| CN108397210A (en) * | 2018-01-31 | 2018-08-14 | 山东大学 | A kind of supporting construction and method for tunnel reconstruction and extension project |
| CN109339029A (en) * | 2018-09-18 | 2019-02-15 | 中国铁路设计集团有限公司 | A kind of construction method of existing tunnel top excavation of foundation pit Resistant heave deformation |
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