Foundation pit slope deformation monitoring device, embedding method and system

Abstract

The application provides a foundation pit slope deformation monitoring device, a burying method and a system, and relates to the technical field of deep foundation pit monitoring.The device comprises a guide head, a sealing plate, an inclinometer tube, a horizontal optical fiber, a rope, an end cover and a separation ring; a cavity is arranged in the conical structure of the guide head; the sealing plate is installed on the guide head; the horizontal optical fiber is arranged in the cavity; the inclinometer tube is installed on the sealing plate; the end cover is installed on one end of the inclinometer tube; one end of the rope is installed on the sealing plate; the other end of the rope and the two ends of the horizontal optical fiber penetrate the end cover; the separation ring is installed on the side of the end cover close to the inclinometer tube; the separation ring and the end cover are combined to form a protective cover; and the protective cover is arranged on the inclinometer tube. The two ends of the inclinometer tube are sealed by the protective cover formed by the combination of the separation ring and the end cover and the sealing plate, so that normal monitoring of the inclinometer tube is ensured; when the inclinometer tube is broken, the data collected by the horizontal optical fiber is used to monitor the foundation pit slope, so that stable and continuous monitoring of the foundation pit slope is realized.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of deep foundation pit monitoring, in particular to a foundation pit slope deformation monitoring device, a burying method and a system. BACKGROUND

[0002] In the construction process of high-rise buildings, it is necessary to first excavate a foundation pit to build the foundation of the building. With the increase in the scale of underground foundation pit excavation, the stability and safety of the foundation pit slope become the key to engineering monitoring.

[0003] In the process of building construction and operation, the deformation of the foundation pit needs to be monitored, and the changes in shape and spatial position under external load are concerned. The stability of the building is determined by analyzing the structural deformation. Therefore, the inclination deformation monitoring of the foundation pit slope is of great significance for preventing potential safety hazards, ensuring the structural integrity of the building and the smooth progress of construction.

[0004] When monitoring the foundation pit slope, methods such as total station, level, three-dimensional laser scanning, and inclinometer are often used. However, the traditional inclinometer is prone to breakage or blockage of the inclinometer tube during monitoring, which causes the horizontal displacement data to be unavailable, the cost of re-deployment to be high, and large errors to be generated. SUMMARY

[0005] The problem to be solved by the present application is that the inclinometer tube is prone to breakage or blockage during monitoring, which causes the horizontal displacement data to be unavailable.

[0006] To solve the above problems, in a first aspect, the present application provides a foundation pit slope deformation monitoring device, comprising: a guide head, a sealing plate, an inclinometer tube, a rope, a horizontal optical fiber, an end cover and an isolation ring.

[0007] The guide head is a conical structure, and a cavity is arranged in the conical structure.

[0008] The sealing plate is installed on the guide head, the inclinometer tube is installed on the sealing plate, and one end of the rope is installed on the sealing plate.

[0009] The horizontal optical fiber is arranged in the cavity, and both ends of the horizontal optical fiber extend out of the cavity through the sealing plate.

[0010] The end cover is installed on the end of the inclinometer tube away from the sealing plate, and the other end of the rope and both ends of the horizontal optical fiber penetrate through the end cover.

[0011] The isolation ring is installed on the side of the end cover close to the inclinometer tube, and the isolation ring and the end cover combine to form a protective cover, and the protective cover covers the inclinometer tube.

[0012] Optionally, the foundation pit slope deformation monitoring device further comprises a top rod, which is installed on the side of the end cover away from the inclinometer tube.

[0013] Optionally, a cable on the inclinometer tube penetrates the end cover, and a sealing element is arranged between the cable and the end cover.

[0014] In a second aspect, the present application further provides a burying method of the foundation pit slope deformation monitoring device as described above, comprising:

[0015] Rotatably installing the wire reel of the rope and the wire reel of the horizontal optical fiber on a pay-off rack;

[0016] Drilling a hole at a selected layout point on the foundation pit slope to obtain a monitoring hole;

[0017] Washing the monitoring hole;

[0018] Lowering the foundation pit slope deformation monitoring device into the monitoring hole with the assistance of a drill rod;

[0019] After the lowering of the foundation pit slope deformation monitoring device is completed, fixing the wire reel of the horizontal optical fiber and the wire reel of the rope on the pay-off rack;

[0020] Detecting the fixed horizontal optical fiber;

[0021] After the detection of the horizontal optical fiber is normal, backfilling the monitoring hole;

[0022] After the backfilling is completed, winding and fixing the horizontal optical fiber and the rope on a support frame on the foundation pit slope.

[0023] Optionally, the lowering of the foundation pit slope deformation monitoring device into the monitoring hole with the assistance of a drill rod comprises:

[0024] When the depth of the monitoring hole is between 0m and 200m, and there is no diameter reduction phenomenon in the monitoring hole, directly lowering the foundation pit slope deformation monitoring device into the monitoring hole.

[0025] Optionally, the lowering of the foundation pit slope deformation monitoring device into the monitoring hole with the assistance of a drill rod comprises:

[0026] When the depth of the monitoring hole is greater than 200m, or there is a diameter reduction phenomenon in the monitoring hole, installing a top rod on the end cover in the foundation pit slope deformation monitoring device, using a drill rod to push the top rod, and lowering the foundation pit slope deformation monitoring device into the monitoring hole.

[0027] Optionally, the detection of the fixed horizontal optical fiber comprises:

[0028] The horizontal optical fiber is detected by using a red light pen and a demodulator, wherein the red light pen detects whether the loop in which the horizontal optical fiber is located is connected, and the demodulator detects an initial strain value of the horizontal optical fiber after being laid, so as to judge the stretching condition of the horizontal optical fiber.

[0029] Optionally, after the horizontal optical fiber is detected to be normal, backfilling the monitoring hole comprises:

[0030] After the horizontal optical fiber is detected to be normal, the monitoring hole is backfilled by using backfilling material, wherein the backfilling material comprises quartz sand and granular clay balls.

[0031] Optionally, after the horizontal optical fiber and the rope are wound and fixed on the support frame on the foundation pit slope, the embedding method of the foundation pit slope deformation monitoring device further comprises:

[0032] After a preset consolidation coupling duration, a protection platform is poured on the monitoring hole;

[0033] The pouring method of the protection platform comprises:

[0034] A cylindrical slot concentric with the monitoring hole is excavated on the foundation pit slope, wherein the size of the cylindrical slot is adjusted according to the size of the monitoring hole;

[0035] A pier is poured in the cylindrical slot, wherein the diameter of the pier is the same as that of the cylindrical slot, and the height of the pier is a preset height;

[0036] A protective cover is fixedly installed on the pier, wherein the horizontal optical fiber and the rope pass through the pier and are fixed in the protective cover.

[0037] In a third aspect, the application provides a foundation pit slope deformation monitoring system, comprising a foundation pit slope deformation monitoring device embedded by using the embedding method, a GNSS device and a settlement optical fiber; the GNSS device and the foundation pit slope deformation monitoring device are arranged at the same monitoring point, and the settlement optical fiber is embedded in the foundation pit slope.

[0038] The application provides a foundation pit slope deformation monitoring device, an embedding method and a system.

[0039] The two ends of the inclinometer tube are respectively sealed by a protective cover composed of an isolation ring and an end cover and a sealing plate, so as to avoid foreign matters from entering the inclinometer tube and ensure normal monitoring of the inclinometer tube; in addition, the inclinometer tube and the horizontal optical fiber are integrated in the foundation pit slope deformation monitoring device, the measurement range of the horizontal optical fiber covers the monitoring range of the inclinometer tube, and the data obtained by the horizontal optical fiber monitoring and the data obtained by the inclinometer tube monitoring are verified with each other, so as to improve the accuracy of the monitoring data; when the inclinometer tube is broken, the horizontal displacement data collected by the horizontal optical fiber can be used for horizontal displacement monitoring of the foundation pit slope, so as to realize stable and continuous monitoring of the foundation pit slope. BRIEF DESCRIPTION OF DRAWINGS

[0040] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, the following will briefly introduce the drawings needed to be used in the embodiments or the prior art description. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative labor.

[0041] Figure 1 A structural schematic diagram of a foundation pit slope deformation monitoring device provided by the embodiment of the present application;

[0042] Figure 2 A burying schematic diagram of a foundation pit slope deformation monitoring device provided by the embodiment of the present application;

[0043] Figure 3 A layout schematic diagram of a foundation pit slope deformation monitoring device, a burying method and a system provided by the embodiment of the present application.

[0044] Explanation of reference signs:

[0045] 1, foundation pit slope; 2, deformation monitoring device; 21, guide head; 22, sealing plate; 23, fastener; 24, rope; 25, end cover; 26, isolation ring; 27, top rod; 28, cable; 3, inclinometer tube; 4, horizontal optical fiber; 5, monitoring hole; 6, support frame; 7, GNSS equipment; 8, settlement optical fiber. DETAILED DESCRIPTION

[0046] In order to make the purpose, technical solutions and advantages of the embodiments of the present application more clear, the technical solutions in the embodiments of the present application are described clearly and completely. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor are within the protection scope of the present application.

[0047] The application embodiment provides a foundation pit slope deformation monitoring device, a burying method and a system, and solves the problem that the inclinometer casing is prone to rupture or blockage in monitoring, so that horizontal displacement data cannot be obtained, and stable and continuous monitoring of the foundation pit slope is achieved.

[0048] In order to better understand the above technical solutions, the above technical solutions will be described in detail in combination with the description of the drawings and specific embodiments.

[0049] As shown in the drawings, Figure 1 The application embodiment provides a foundation pit slope deformation monitoring device, which comprises a guide head 21, a sealing plate 22, an inclinometer casing 3, a rope 24, a horizontal optical fiber 4, an end cover 25 and an isolation ring 26.

[0050] The guide head 21 is a conical structure, and a cavity is arranged in the conical structure.

[0051] The sealing plate 22 is installed on the guide head 21, the inclinometer casing 3 is installed on the sealing plate 22, and one end of the rope 24 is installed on the sealing plate 22.

[0052] The horizontal optical fiber 4 is arranged in the cavity, and both ends of the horizontal optical fiber 4 extend out of the cavity through the sealing plate 22.

[0053] The end cover 25 is installed on the end of the inclinometer casing 3 away from the sealing plate 22, and the other end of the rope 24 and both ends of the horizontal optical fiber 4 penetrate through the end cover 25.

[0054] The isolation ring 26 is installed on the side of the end cover 25 close to the inclinometer casing 3, the isolation ring 26 is located between the side wall of the inclinometer casing 3 and the horizontal optical fiber 4, that is, the inner side surface of the isolation ring 26 is attached to the outer surface of the inclinometer casing 3, the isolation ring 26 and the end cover 25 combine to form a protective cover, and the protective cover covers the inclinometer casing 3.

[0055] Specifically, the horizontal optical fiber 4 can be an optical fiber formed by fusing two sensing optical cables into a U-shaped loop, the bottom bending diameter of the horizontal optical fiber 4 is not less than 5 cm, and the weight of the guide head 21 can be 20 kg, which facilitates the subsequent smooth burying of the horizontal optical fiber 4 in the foundation pit slope under the action of gravity. The horizontal optical fiber 4 is fixed in the cavity of the guide head 21 by the fastener 23, which can be a cable tie, a wire, or a cloth-based adhesive tape, etc. to avoid excessive bending of the horizontal optical fiber 4 when passing through the sealing plate 22, and to ensure smooth turning of the horizontal optical fiber 4 in the guide head 21. In addition, the rope 24 can be a steel wire rope, which is installed on the side of the horizontal optical fiber 4 away from the inclinometer casing 3. On the one hand, it can provide protection for the horizontal optical fiber 4 when burying the deformation monitoring device, and on the other hand, since the guide head 21 is heavy, the rope 24 can be mainly pulled during the transfer and lowering of the deformation monitoring device, avoiding the problem that the horizontal optical fiber 4 is forcibly pulled due to the excessive speed of the deformation monitoring device.

[0056] In the present embodiment, the inclinometer casing 3 and the horizontal optical fiber 4 are integrated in the foundation pit slope deformation monitoring device, wherein the two ends of the inclinometer casing 3 are sealed by the protective cover composed of the isolation ring 26 and the end cap 25 and the sealing plate 22, to avoid foreign matter entering the inclinometer casing 3 and to prevent the inclinometer casing 3 from being blocked, thereby ensuring the normal monitoring of the inclinometer casing 3. In addition, the guide head 21 is installed below the inclinometer casing 3, and the horizontal optical fiber 4 is installed between the guide head 21, the sealing plate 22 and the end cap 25, and the horizontal optical fiber 4 is fixed in the guide head 21, so that the measurement range of the horizontal optical fiber 4 covers the monitoring range of the inclinometer casing 3, and the data monitored by the horizontal optical fiber 4 and the data monitored by the inclinometer casing 3 are verified with each other, thereby improving the accuracy of the monitoring data. When the inclinometer casing 3 is broken, the horizontal displacement data collected by the horizontal optical fiber 4 can also be used for horizontal displacement monitoring of the foundation pit slope, thereby realizing stable and continuous monitoring of the foundation pit slope.

[0057] Optionally, as shown in Figure 1 the foundation pit slope deformation monitoring device further comprises a top rod 27 installed on the side of the end cap 25 away from the inclinometer casing 3.

[0058] Specifically, when the embedding depth of the foundation pit slope deformation monitoring device is greater than 200 m, or there is a phenomenon of diameter reduction in the embedded monitoring hole 5, the top rod 27 needs to be installed on the end cap 25, so that the drill rod can be used to push the top rod 27, and the foundation pit slope deformation monitoring device can be lowered into the monitoring hole 5, thereby avoiding damage to the end cap 25 during the rotation or advancement of the drill rod.

[0059] Optionally, as shown in Figure 1As shown, the cable 28 on the inclinometer casing 3 penetrates the end cap 25, and a seal is provided between the cable 28 and the end cap 25, ensuring the protection of the end cap 25 to the end of the inclinometer casing 3, and additionally, a sealing ring can be installed on the inner surface of the isolation ring 26, ensuring the sealing between the isolation ring 26 and the inclinometer casing 3, and improving the protection effect of the inclinometer casing 3.

[0060] In actual use, as shown in the figure, Figure 2 As shown, it is necessary to bury the above-mentioned foundation pit slope deformation monitoring device into the foundation pit slope 1, and in the optional embodiment of the present application, a burying method of the foundation pit slope deformation monitoring device is provided, comprising:

[0061] S1: The wire reel of the rope 24 and the wire reel of the horizontal optical fiber 4 are rotatably installed on the pay-off stand.

[0062] S2: A hole is drilled at the selected layout point of the foundation pit slope 1 to obtain the monitoring hole 5.

[0063] S3: The monitoring hole 5 is washed.

[0064] S4: Under the assistance of the drill rod, the foundation pit slope deformation monitoring device is lowered into the monitoring hole 5.

[0065] S5: After the foundation pit slope deformation monitoring device is lowered, the wire reel of the horizontal optical fiber 4 and the wire reel of the rope 24 are fixed on the pay-off stand.

[0066] S6: The fixed horizontal optical fiber 4 is detected.

[0067] S7: After the horizontal optical fiber 4 is detected normally, the monitoring hole 5 is backfilled.

[0068] S8: After backfilling is completed, the horizontal optical fiber 4 and the rope 24 are wound and fixed on the support frame 6 on the foundation pit slope 1.

[0069] In this embodiment, the wire reel of the rope 24 and the wire reel of the horizontal optical fiber 4 are rotatably installed on the pay-off stand, which can ensure that the rope 24 and the horizontal optical fiber 4 can smoothly and synchronously enter the monitoring hole 5 with the guide head 21, and will not be stuck; the monitoring hole 5 is washed to ensure that the deformation monitoring device can be smoothly lowered to the bottom of the monitoring hole 5, and after the foundation pit slope deformation monitoring device is lowered, the horizontal optical fiber 4 is fastened and tested to ensure that the horizontal optical fiber 4 can work normally, and the monitoring hole 5 is backfilled, so that the horizontal optical fiber 4 and the inclinometer casing 3 are closely combined with the surrounding soil and will not shake in the monitoring hole 5, ensuring that the data monitored by the horizontal optical fiber 4 and the inclinometer casing 3 all come from the deformation of the foundation pit slope itself, ensuring the accuracy and authenticity of the monitoring data; the horizontal optical fiber 4 and the rope 24 are wound and fixed on the support frame 6 on the foundation pit slope 1, ensuring that the horizontal optical fiber 4 is in a tight state and reducing the burying-induced monitoring error.

[0070] The specific content of each step is as follows.

[0071] S1: The wire reel of the rope 24 and the wire reel of the horizontal optical fiber 4 are rotatably installed on the pay-off rack.

[0072] Specifically, in order to simplify the pay-off process, the wire reels of the rope 24, the horizontal optical fiber 4 and the cable 28 are rotatably placed on the pay-off rack, and the wire reels are pulled or rotated during pay-off, so that the rope 24, the horizontal optical fiber 4 and the cable 28 are quickly paid off from the wire reels and payed off into the monitoring hole 5. The pay-off rack adopts a triangular support structure, the overall structure is stable, and can effectively resist overturning.

[0073] S2: Drill holes at selected layout points on the foundation pit slope 1 to obtain monitoring holes 5.

[0074] Specifically, the monitoring points (i.e. selected layout points) should be representative, typical, safe and stable, and the areas that can represent the overall stability of the slope or specific potential risks should be selected, and the areas that are extremely dangerous or difficult to reach should be avoided. The deep horizontal displacement monitoring hole is preferably arranged at the center and representative positions in the foundation pit slope and the retaining (pile) wall, and the number and spacing are determined according to the specific circumstances, and the monitoring holes are symmetrically arranged on both sides of the foundation pit, and at least one monitoring hole should be arranged on each side.

[0075] S3: The monitoring hole 5 is washed.

[0076] Specifically, before the foundation pit slope deformation monitoring device is payed off, a hole cleaning and washing process is needed, clean water is injected into the monitoring hole 5 to dilute the viscous slurry, and the hole is washed. After the slurry is diluted, the foundation pit slope deformation monitoring device is prepared for pay-off.

[0077] S4: The foundation pit slope deformation monitoring device is payed off into the monitoring hole 5 with the aid of a drill rod.

[0078] Specifically, according to the hole forming condition of the monitoring hole 5 and the depth of the monitoring hole 5, the pay-off is carried out in two processes. When the depth of the monitoring hole 5 is between 0m and 200m, and there is no diameter reduction phenomenon in the monitoring hole 5, the foundation pit slope deformation monitoring device is directly payed off into the monitoring hole 5 under the counterweight action of the guide head 21. When the depth of the monitoring hole 5 is greater than 200m, or there is a diameter reduction phenomenon in the monitoring hole 5, a top rod 27 is installed on the end cover 25 in the foundation pit slope deformation monitoring device, the top rod 27 is used to push the top rod 27 with a drill rod, and the foundation pit slope deformation monitoring device is payed off into the monitoring hole 5. The top rod 27 can be welded on the end cover 25, and the top rod 27 can be selected as a long reinforcing steel bar with a length of 2m and a diameter of not less than 10mm, which is convenient for the drill rod to push the tail end of the guide head 21 for pay-off.

[0079] S5: After the foundation pit slope deformation monitoring device is payed off, the wire reel of the horizontal optical fiber 4 and the wire reel of the rope 24 are fixed on the pay-off rack.

[0080] Specifically, the rope 24, the horizontal optical fiber 4 and the cable 28 enter the inside of the monitoring hole 5 along with the counterweight guide head 21. During lowering, only the rope 24 can be stressed, and the horizontal optical fiber 4 cannot be stressed. The end of the horizontal optical fiber 4 on the ground is pulled with force to ensure that the horizontal optical fiber 4 is straightened, and at the same time, the horizontal optical fiber 4 is prevented from being stressed too much. After being lowered to the bottom of the monitoring hole 5, the rope 24 is immediately fixed, and the horizontal optical fiber 4 is pulled tight, so that the lead part at the hole of the monitoring hole 5 is in a straightened state and is fixed on the pay-off rack.

[0081] S6: Detecting the fixed horizontal optical fiber 4.

[0082] Specifically, the horizontal optical fiber 4 is detected by using a red light pen and a demodulator, wherein the red light pen detects whether the loop in which the horizontal optical fiber 4 is located is connected, and the demodulator detects the initial strain value of the horizontal optical fiber 4 after being lowered, so as to judge the stretching condition of the horizontal optical fiber 4.

[0083] S7: After the horizontal optical fiber 4 is detected to be normal, the monitoring hole 5 is backfilled.

[0084] Specifically, after the horizontal optical fiber 4 is detected to be normal, the monitoring hole 5 is backfilled by using backfilling materials, which include quartz sand and granular clay balls. The backfilling materials are mainly quartz sand, and part of the auxiliary filling materials are small granular clay balls.

[0085] S8: After backfilling is completed, the horizontal optical fiber 4 and the rope 24 are wound and fixed on the support frame 6 on the foundation pit slope 1.

[0086] Specifically, after the monitoring hole 5 is backfilled, a support frame 6 is established at the hole position for fixing the rope 24, the horizontal optical fiber 4 and the cable 28 at the hole position. The rope 24, the horizontal optical fiber 4 and the cable 28 wound on the pay-off rack are removed and wound and fixed on the support frame 6. The horizontal optical fiber 4 is taut to prevent the horizontal optical fiber 4 from retracting during the consolidation process of the hole sealing material, which affects the subsequent test of the horizontal optical fiber 4.

[0087] S9: After a preset consolidation coupling time length, a protection platform is poured on the monitoring hole 5.

[0088] Specifically, a cylindrical groove concentric with the monitoring hole 5 is excavated on the foundation pit slope 1, wherein the size of the cylindrical groove is adjusted according to the size of the monitoring hole 5; a pier is poured in the cylindrical groove, wherein the diameter of the pier is the same as that of the cylindrical groove, and the height of the pier is a preset height; a protective cover is fixedly installed on the pier, wherein the horizontal optical fiber 4 and the rope 24 are fixed in the protective cover through the pier. For example, after the horizontal optical fiber 4 is coupled with the backfill material for 3 months, a protection pier is poured at the monitoring hole 5, a cylindrical groove concentric with the monitoring hole 5 is excavated, the cylindrical groove has a depth of 300 mm and a diameter of 500 mm, a concrete pier with a height of 600 mm and a diameter of 500 mm is poured in the cylindrical groove, and the optical cable below the ground is fixed in the concrete. A cylindrical protective cover with a diameter of 400 mm and a height of 300 mm is fixed on the concrete pier, the redundant horizontal optical fiber 4 is wound in the protective cover, and abnormal deformation of the horizontal optical fiber 4 due to compression and consolidation of the superficial backfill soil body is prevented.

[0089] As shown in Figure 3 In the embodiment of the present application, a foundation pit slope deformation monitoring system is provided, which comprises a foundation pit slope deformation monitoring device 2 laid by the embedding method as described above, a GNSS (Global Navigation Satellite System Receiver) device 7 and a settlement optical fiber 8. The GNSS device 7 and the foundation pit slope deformation monitoring device 2 are laid at the same monitoring point, and the settlement optical fiber 8 is embedded in the foundation pit slope 1.

[0090] Specifically, the GNSS device is installed at the monitoring point, and the antenna of the GNSS device should be erected above the center of the monitoring point marker, and the antenna should be directly centered with the marker center, and the centering error should not be greater than 3 mm. The above various monitoring devices are uniformly distributed at the positions that need to be monitored, as shown in Figure 3 The settlement optical fiber 8 for monitoring the internal settlement of the rock stratum only needs to be laid in one direction, the horizontal optical fiber 4 for monitoring the horizontal movement of the rock stratum needs to be laid in a U-shaped manner outside the inclinometer casing 3, and the GNSS device is laid above the inclinometer casing 3.

[0091] The system further comprises a monitoring data acquisition module, a deformation field construction module, a deformation field segmentation module, a deformation amount prediction module and a monitoring and early warning module.

[0092] The monitoring data acquisition module is used to acquire monitoring data of the foundation pit slope, wherein the monitoring data comprises internal inclination deformation data uploaded by the inclinometer casing 3 in the foundation pit slope deformation monitoring device, internal horizontal displacement data uploaded by the horizontal optical fiber 4, surface data uploaded by the GNSS device 7 and internal settlement data uploaded by the settlement optical fiber 8.

[0093] A deformation field construction module is configured to fuse the monitoring data according to the monitoring data and the timestamps, and construct a three-dimensional deformation field model of the deep foundation pit slope, so as to obtain the deformation of the foundation pit slope in all directions. For example, the time stamp alignment method is used to align the monitoring data uploaded by different devices at different time points to a unified time axis, so as to ensure the time consistency of the data. A coordinate conversion tool is used to align the monitoring data uploaded by different devices to a unified coordinate system, so as to ensure the spatial consistency of the data. The same data acquisition time point or acquisition cycle is set for multiple devices, so as to ensure that multiple devices acquire data at the same time point. When acquiring data, the time point of data acquisition is recorded. The data acquired at the same time point is processed. The relative position relationship between devices or the position relationship between devices and the same reference point is used to convert the data uploaded by multiple devices to the same coordinate system, so as to align the data in the time dimension and the space dimension. The three-dimensional deformation field model is analyzed and constructed, and the deformation of the foundation pit slope is monitored.

[0094] A deformation field segmentation module is configured to segment each three-dimensional deformation field model constructed at multiple time points into multiple deformation units, so as to obtain time sequence deformation information of each deformation unit. The deformation unit is a three-dimensional model segmented according to a preset size. The time sequence deformation information includes lateral deformation, longitudinal deformation and vertical deformation of the deformation unit at multiple time points.

[0095] Specifically, data acquired at each time point can be used to construct a three-dimensional deformation field model. In the early stage, data can be collected at multiple acquisition time points to obtain multiple three-dimensional deformation field models. Each three-dimensional deformation field model is segmented. Only the first three-dimensional deformation field model is segmented. The segmentation point is fixed as part of the three-dimensional deformation field model. The segmentation point moves with the deformation of the three-dimensional deformation field model. Therefore, a deformation unit can be obtained in the subsequent three-dimensional deformation field model. The deformation of each deformation unit can also be obtained. In order to monitor the three-dimensional deformation field model in multiple dimensions, the deformation of the deformation unit in the lateral direction, the longitudinal direction and the vertical direction can be monitored. For example, the lateral deformation of a deformation unit at multiple time points is recorded to form the lateral time sequence deformation information of the deformation unit. Similarly, the longitudinal time sequence deformation information and the vertical time sequence deformation information of the deformation unit can also be obtained.

[0096] A deformation amount prediction module is configured to input the time sequence deformation information of the deformation unit into a trained prediction network model to obtain a predicted deformation amount of each deformation unit. The predicted deformation amount includes a lateral predicted deformation amount, a longitudinal predicted deformation amount and a vertical predicted deformation amount.

[0097] Specifically, the ConvLSTM (Convolutional Long Short-Term Memory) model can be pre-trained by using the time sequence deformation information of each deformation unit obtained in advance to obtain a prediction network model. TensorFlow or PyTorch library can also be used to establish the deformation prediction network model. In addition, the actual deformation amount continuously obtained subsequently can be compared with the predicted deformation amount, and the prediction network model can be corrected, so that the prediction network model becomes more and more accurate.

[0098] The monitoring and early warning module is configured to obtain a risk situation of the deep foundation pit slope according to the predicted deformation amounts of the plurality of deformation units.

[0099] Specifically, the obtaining of the risk situation of the deep foundation pit slope according to the predicted deformation amounts of the plurality of deformation units comprises:

[0100] According to the predicted deformation amounts of the plurality of deformation units, the predicted deformation amount average in each direction of the three-dimensional deformation field model is obtained, wherein the predicted deformation amount average comprises a lateral predicted deformation amount average, a longitudinal predicted deformation amount average and a vertical predicted deformation amount average.

[0101] Specifically, the lateral predicted deformation amount average is obtained by adding the deformation amounts of all deformation units in the lateral direction and then dividing the sum by the number of deformation units. Similarly, the longitudinal predicted deformation amount average and the vertical predicted deformation amount average can also be calculated.

[0102] The predicted deformation amount averages obtained at a plurality of continuous time points in each direction are accumulated to obtain a predicted deformation amount cumulative value.

[0103] Specifically, the deformation amount is the change value of the current three-dimensional deformation field model relative to the three-dimensional deformation field model at the previous time point, and therefore the predicted deformation amount cumulative value is the accumulation of change values at a plurality of continuous time points. The accumulation can start from the first monitoring time or from a certain time point in the middle, so as to obtain a global predicted deformation amount cumulative value or a predicted deformation amount cumulative value of a certain period in the middle, and the three-dimensional deformation field model can be flexibly analyzed. The predicted deformation amount cumulative value comprises a lateral predicted deformation amount cumulative value, a longitudinal predicted deformation amount cumulative value and a vertical predicted deformation amount cumulative value.

[0104] When any one of the predicted deformation amount cumulative values is greater than the corresponding cumulative early warning value, it is determined whether the direction of the predicted deformation amount average corresponding to the predicted deformation amount cumulative value is consistent at a plurality of time points.

[0105] When the direction of the predicted deformation amount average is consistent at a plurality of time points, a deformation excess early warning is generated.

[0106] Specifically, the prediction deformation amount cumulative value in each direction corresponds to a cumulative early warning value. When a certain prediction deformation amount cumulative value is greater than the corresponding cumulative early warning value, it indicates that the deformation amount of the deep foundation pit slope in the direction corresponding to the prediction deformation amount cumulative value is too large, and it is necessary to further determine whether the direction of the prediction deformation amount mean value corresponding to the prediction deformation amount cumulative value at multiple time points is consistent. If the direction is consistent, it indicates that the multiple time points continuously change in the same direction, and in the future, there is a high probability of continuous deformation in the direction. In the case of exceeding the deformation amount, early warning can be performed. If the direction is inconsistent, it indicates that the direction of deformation at multiple time points exists in the case of reverse deformation. If such inconsistent cases are more, it indicates that even if the current deformation amount cumulative value exceeds the standard, it may deform in the opposite direction at the next time point, so that the cumulative value becomes smaller and does not exceed the standard. At this time, early warning can be temporarily not performed or prompted. The direction consistency judgment can greatly improve the accuracy of early warning and reduce the probability of false positives.

[0107] Optionally, the risk situation of the deep foundation pit slope is obtained according to the prediction deformation amount of the plurality of deformation units.

[0108] According to the prediction deformation amount of the adjacent two deformation units in the selected analysis direction, the deformation amount difference of the two deformation units in the analysis direction is determined.

[0109] Specifically, the analysis direction is any one direction selected from the horizontal direction, the vertical direction and the vertical direction. Among the adjacent two deformation units, the deformation unit close to the edge of the three-dimensional deformation field model is determined as the first deformation unit, and the other deformation unit is determined as the second deformation unit. The prediction deformation amount of the first deformation unit is subtracted from the prediction deformation amount of the second deformation unit to obtain the deformation amount difference. For example, the horizontal direction is selected as the analysis direction, and the deformation amount difference of the adjacent two deformation units in the horizontal direction is calculated according to the prediction deformation amount of the adjacent two deformation units in the horizontal direction. The positive value of the deformation amount difference indicates that the two deformation units have a mutual moving away trend in the horizontal direction, and the negative value of the deformation amount difference indicates that the two deformation units have a mutual moving close trend in the horizontal direction.

[0110] When the deformation amount difference is greater than the deformation amount difference threshold value corresponding to the analysis direction, it is determined that there is a deformation risk between the adjacent two deformation units in the analysis direction, and the contact surface of the adjacent two deformation units is marked as a deformation surface, and the selected analysis direction is marked as a deformation direction.

[0111] Specifically, when the deformation amount difference in the horizontal direction is greater than the deformation amount difference threshold value in the horizontal direction, it is determined that there is a deformation risk between the two deformation units in the horizontal direction, and the contact surface perpendicular to the horizontal direction is marked as a deformation surface, and the horizontal direction is marked as a deformation direction.

[0112] Optionally, one direction is set as a preset deformation direction, the preset frame selection window is controlled to move in the current three-dimensional deformation field model, the number of deformation surfaces with the same deformation direction as the preset deformation direction in the preset frame selection window is counted, and a deformation surface number is obtained.

[0113] When the number of deformation surfaces is greater than a preset deformation surface threshold, it is predicted that a crack will be generated in the deep foundation pit slope, and the extension direction of the crack is perpendicular to the preset deformation direction.

[0114] Specifically, if the transverse direction is selected as the preset deformation direction, for example, the preset frame selection window is a thin slice cuboid with a length of 30 cm in the longitudinal and vertical directions and a length of 2 cm in the transverse direction. A position is selected, and the preset frame selection window is moved along the transverse direction. The moving step can be 2 cm, so that the front and rear frame selection positions do not overlap. The moving step can also be 1 cm, so that the frame selection three-dimensional deformation field model has overlaps. After the preset frame selection window is moved along the transverse direction from one side of the three-dimensional deformation field model to the opposite side at the selected position, the preset frame selection window is moved along the longitudinal or vertical direction, and the moving step is 30 cm, 20 cm or 10 cm, and then the preset frame selection window is gradually moved along the transverse direction. The above steps are repeated until the preset frame selection window traverses the entire current three-dimensional deformation field model. After each frame selection is completed, the number of deformation surfaces with the transverse direction as the deformation direction in the preset frame selection window is counted. If the number of deformation surfaces is 63 and the preset deformation surface threshold is 30, it is indicated that, in the preset frame selection window, 63 contact surfaces all have the transverse direction away from the preset deformation direction, and it is indicated that a transverse crack can occur in the narrow preset range, and the extension direction of the crack is approximately perpendicular to the preset deformation direction. For example, in the distance analysis described above, the preset deformation direction is the transverse direction, and the transverse deformation surface that exceeds the preset deformation surface threshold is analyzed in the preset frame selection window. It is indicated that a large transverse deformation occurs at many positions in the preset frame selection window, so that a crack approximately perpendicular to the transverse direction is generated in the deformation field model. On the basis of the deformation risk, the risk type of the deep foundation pit slope is further analyzed. It should be noted that the crack can be irregular in shape, and the extension direction of the crack can not be a straight line, but can be curved or undulating. Therefore, the crack approximately perpendicular to the preset deformation direction can be regarded as the crack perpendicular to the preset deformation direction.

[0115] In an optional embodiment of the present application, when the number of deformation surfaces is greater than the preset deformation surface threshold, it is predicted that a crack will be generated in the deep foundation pit slope, and the extension direction of the crack is perpendicular to the preset deformation direction. When the preset deformation direction is the transverse or longitudinal direction, it is determined whether the average predicted deformation amount of the crack near one side of the center of the three-dimensional deformation field model is greater than the average predicted deformation amount of the crack on the other side in the preset deformation direction.

[0116] When the average predicted deformation amount of the crack near one side of the center of the three-dimensional deformation field model is greater than the average predicted deformation amount of the crack on the other side in the preset deformation direction, it is predicted that the deep foundation pit slope will generate an extrusion uplift deformation.

[0117] When the deformation is less than the preset deformation threshold, it is predicted that the deep foundation pit slope will produce a fracture deformation.

[0118] Specifically, when the preset deformation direction is transverse or longitudinal, it is explained that the crack extension direction is perpendicular to the transverse or longitudinal direction, the crack will extend along the vertical direction, or the crack will extend relatively along the longitudinal or transverse direction, but due to the transverse or longitudinal deformation direction, the crack of the deep foundation pit slope may be caused by fracture or internal extrusion deformation. Therefore, it is necessary to analyze the average value of the predicted deformation on both sides of the crack. If the preset deformation direction is transverse, the average value of the transverse predicted deformation on both sides of the crack is compared. If the preset deformation direction is longitudinal, the average value of the longitudinal predicted deformation on both sides of the crack is compared. When the average value of the predicted deformation on one side close to the center of the three-dimensional deformation field model is greater than the average value of the predicted deformation on the other corresponding side, it is explained that the deformation on one side close to the center is larger, but the peripheral soil layer with smaller deformation blocks it. At this time, the soil layer with larger deformation can only extrude the peripheral soil layer in the future, and it is highly probable that extrusion uplift deformation will occur. However, when the average value of the predicted deformation on one side close to the center of the three-dimensional deformation field model is less than the average value of the predicted deformation on the other corresponding side, it is explained that the deformation on one side close to the center is smaller, and the deformation on the other side away from the center is larger. At this time, the side away from the center is the peripheral soil layer region, and the peripheral soil layer deformation will not be blocked and will be separated from the inner soil layer, resulting in fracture deformation. When the average value of the predicted deformation on one side close to the center of the three-dimensional deformation field model is equal to the average value of the predicted deformation on the other corresponding side, it is explained that the deformation in the three-dimensional deformation field model is uniform and no crack will be produced. After analyzing that the crack will be produced in the deep foundation pit slope, the source of the crack is further located, the deformation type is determined more accurately, and targeted preventive measures can be taken in advance.

[0119] In an optional embodiment of the present application, when the number of deformation surfaces is greater than the preset deformation surface threshold, it is predicted that the crack will be produced in the deep foundation pit slope, and the extension direction of the crack is perpendicular to the preset deformation direction. After that, when the preset deformation direction is vertical, it is judged whether the average value of the predicted deformation of the upper layer region of the three-dimensional deformation field model in the preset deformation direction is greater than the average value of the predicted deformation of the lower layer region of the three-dimensional deformation field model, wherein the three-dimensional deformation field model is divided into upper and lower two parts at the height center of the three-dimensional deformation field model, the upper half is the upper layer region of the three-dimensional deformation field model, and the lower half is the lower layer region of the three-dimensional deformation field model.

[0120] When the deformation is greater than the preset deformation threshold, it is predicted that the deep foundation pit slope will produce a sliding risk.

[0121] When the deformation is less than the preset deformation threshold, it is predicted that the deep foundation pit slope will produce an extrusion uplift risk.

[0122] Specifically, similar to the above deformation analysis, when the preset deformation direction is vertical, it indicates that the crack will extend along the horizontal or vertical direction, when the average predicted deformation amount of the upper layer area is greater than that of the lower layer area, a crack will be generated between the upper layer soil and the lower layer soil, when the crack is large, the upper layer soil will slide along the lower layer soil, especially in the deep foundation pit slope area, the slope itself has a certain slope, when this situation occurs, the risk of sliding is greater, so the risk of sliding of the deep foundation pit slope can be predicted in advance. When the average predicted deformation amount of the upper layer area is less than that of the lower layer area, and the preset deformation direction is vertical upward, the lower layer soil will extrude the upper layer soil, and when forced to rise; however, when the preset deformation direction is vertical downward, it indicates that both the lower layer soil and the upper layer soil are subsiding, at this time, uniform subsidence has little effect on the building on the foundation pit, but further attention is needed to prevent large subsidence of the foundation pit.

[0123] In summary, compared with the prior art, the following beneficial effects are achieved:

[0124] 1. The inclinometer tube 3 and the horizontal optical fiber 4 are integrated in the foundation pit slope deformation monitoring device, wherein the two ends of the inclinometer tube 3 are sealed by the protective cover composed of the isolation ring 26 and the end cap 25 and the sealing plate 22, to avoid foreign matter entering the inclinometer tube 3 and to prevent the inclinometer tube 3 from being blocked, thereby ensuring the normal monitoring of the inclinometer tube 3.

[0125] 2. The measurement range of the horizontal optical fiber 4 covers the monitoring range of the inclinometer tube 3, and the data monitored by the horizontal optical fiber 4 and the data monitored by the inclinometer tube 3 are verified with each other, thereby improving the accuracy of the monitoring data. When the inclinometer tube 3 is broken, the horizontal displacement data collected by the horizontal optical fiber 4 can be used to monitor the horizontal displacement of the foundation pit slope, thereby realizing stable and continuous monitoring of the foundation pit slope.

[0126] 3. Multiple devices are used to collect data, so that the data of the deep foundation pit slope is obtained from multiple aspects, not only the surface deformation of the deep foundation pit slope can be monitored, but also the internal deformation can be monitored. The combination of internal and external monitoring data can ensure the accuracy of the three-dimensional deformation field model constructed and the accuracy of subsequent prediction. The three-dimensional deformation field model is segmented and refined, and the deformation amount of each deformation unit is predicted by using a prediction network model, so that the change of each deformation unit can be monitored, the initial stage of the deformation of the deep foundation pit slope can be predicted, and early warning can be performed in the initial stage when various risks occur or just occur, thereby improving the timeliness of early warning.

[0127] It is to be noted that, in the present text, relational terms such as first and second and the like can be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises", "comprising", or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but can also include other elements not expressly listed or inherent to such process, method, article, or apparatus. An element proceeded by "comprises... a" does not, without more constraints, exclude the existence of additional identical elements in the process, method, article, or apparatus that comprises the element.

[0128] The above examples are merely used to illustrate the technical solutions of the present application, but not to limit it; even though the present application has been described in detail with reference to the foregoing examples, those of ordinary skill in the art should understand that they can still make modifications to the technical solutions recorded in the foregoing examples, or make equivalent replacements to some of the technical features; and these modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present application.

Claims

1. A method for embedding a foundation pit slope deformation monitoring device, the foundation pit slope deformation monitoring device comprising: a guide head (21), a sealing plate (22), an inclinometer casing (3), a rope (24), a horizontal optical fiber (4), an end cover (25), and an isolation ring (26); the guide head (21) is of a conical structure, and a cavity is arranged in the conical structure; the sealing plate (22) is installed on the guide head (21), the inclinometer casing (3) is installed on the sealing plate (22), and one end of the rope (24) is installed on the sealing plate (22); the horizontal optical fiber (4) is arranged in the cavity, and both ends of the horizontal optical fiber (4) extend out of the cavity through the sealing plate (22); the end cover (25) is installed on one end of the inclinometer casing (3) away from the sealing plate (22), and the other end of the rope (24) and both ends of the horizontal optical fiber (4) penetrate through the end cover (25); the isolation ring (26) is installed on one side of the end cover (25) close to the inclinometer casing (3), and the isolation ring (26) and the end cover (25) combine to form a protective cover, and the protective cover covers the inclinometer casing (3); a cable (28) on the inclinometer casing (3) penetrates through the end cover (25), and a sealing element is arranged between the cable (28) and the end cover (25); and the method comprises: rotating and installing a wire reel of the rope (24) and a wire reel of the horizontal optical fiber (4) on a pay-off stand; drilling a hole at a selected layout point of a foundation pit slope (1) to obtain a monitoring hole (5); washing the monitoring hole (5); lowering the foundation pit slope deformation monitoring device into the monitoring hole (5) with the assistance of a drill rod; fixing the wire reel of the horizontal optical fiber (4) and the wire reel of the rope (24) on the pay-off stand after the foundation pit slope deformation monitoring device is completely lowered; detecting the fixed horizontal optical fiber (4); backfilling the monitoring hole (5) after the horizontal optical fiber (4) is detected to be normal; and winding and fixing the horizontal optical fiber (4) and the rope (24) on a support frame (6) on the foundation pit slope (1) after the backfilling is completed. The method further comprises: when a depth of the monitoring hole (5) is between 0 m and 200 m, and there is no diameter reduction in the monitoring hole (5), directly lowering the foundation pit slope deformation monitoring device into the monitoring hole (5). The method further comprises: when the depth of the monitoring hole (5) is greater than 200 m, or there is diameter reduction in the monitoring hole (5), additionally installing a jack (27) on the end cover (25) in the foundation pit slope deformation monitoring device, using a drill rod to jack up the jack (27), and lowering the foundation pit slope deformation monitoring device into the monitoring hole (5). The method further comprises: detecting the fixed horizontal optical fiber (4). ​ ​ ​ ​ ​ ​ ​ ​ ​ ​ ​ ​ ​ 2. The method according to claim 1, wherein the method further comprises: determining the position of the monitoring device in the pit by using the monitoring device and the pit slope deformation monitoring device. ​ ​ 3. The method according to claim 1, wherein the method further comprises: determining the position of the monitoring device by using a global positioning system (GPS) or a global navigation satellite system (GNSS). ​ ​ 4. The method of claim 1, wherein the method further comprises: ​ The horizontal optical fiber (4) is detected by using a red light pen and a demodulator, wherein the red light pen detects whether the loop where the horizontal optical fiber (4) is located is connected, and the demodulator detects the initial strain value of the horizontal optical fiber (4) after being laid, so as to judge the stretching condition of the horizontal optical fiber (4).

5. The method of claim 1, wherein the method further comprises: determining a position of the monitoring device in the soil mass; and determining a position of the monitoring device in the soil mass based on the position of the monitoring device in the soil mass and the position of the monitoring device in the reference frame. After the horizontal optical fiber (4) is detected normally, the monitoring hole (5) is backfilled, which comprises: After the horizontal optical fiber (4) is detected normally, the monitoring hole (5) is backfilled by using backfilling material, wherein the backfilling material comprises quartz sand and granular clay ball.

6. The method of claim 1, wherein the method further comprises: After the backfilling is completed, the horizontal optical fiber (4) and the rope (24) are wound and fixed on the support frame (6) on the foundation pit slope (1), and then the method further comprises: After a preset consolidation coupling time length, a protection platform is poured on the monitoring hole (5); The pouring method of the protection platform comprises: A cylindrical slot concentric with the monitoring hole (5) is excavated on the foundation pit slope (1), wherein the size of the cylindrical slot is adjusted according to the size of the monitoring hole (5); A pier is poured in the cylindrical slot, wherein the diameter of the pier is the same as the diameter of the cylindrical slot, and the height of the pier is a preset height; A protective cover is fixedly installed on the pier, wherein the horizontal optical fiber (4) and the rope (24) pass through the pier and are fixed in the protective cover.

7. A system for monitoring deformation of a foundation pit slope, characterized by, The method comprises a foundation pit slope deformation monitoring device, a GNSS device (7) and a settlement optical fiber (8) laid by using the embedding method according to any one of claims 1-6; the GNSS device (7) and the foundation pit slope deformation monitoring device (2) are laid at the same monitoring point, and the settlement optical fiber (8) is embedded in the foundation pit slope (1).

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