Vertical jacking construction overlying stratum damage response monitoring system and prediction method

Abstract

The invention discloses a vertical jacking construction overlying stratum damage response monitoring system and a prediction method. The monitoring system comprises a data acquisition system, a database system, a data processing system and a data prediction system. Wherein the data acquisition system is used for acquiring vertical displacement data of a seabed surface in real time, then connection, transmission and storage of the data are realized through the database system, then the data processing system performs data preprocessing, operation and analysis in sequence, and finally the data prediction system establishes a prediction model according to monitoring data; the monitoring and predicting method comprises the steps of seabed surface stratum displacement monitoring and data preprocessing, stratum upheaval failure judgment, overlying stratum shear failure surface analysis, head-on resistance and jacking force calculation and overlying stratum shear failure response prediction. By monitoring vertical displacement data of a seabed surface in real time, the shear failure condition of an overlying stratum is calculated and analyzed, and a prediction model is established to better guide vertical jacking construction of the subsea tunnel.

Description

Technical Field

[0001] The invention belongs to the technical field of underground tunnel engineering, and relates to a monitoring system and a prediction method for overlying stratum damage response during vertical jacking construction. Background Art

[0002] Drainage tunnels are important supporting buildings for large nuclear power plants in coastal areas. The drainage head structure of a drainage tunnel usually consists of a horizontal shield tunnel and multiple vertical jacking pipes. The vertical jacking method is widely used in the jacking pipe construction of the drainage head structure of a drainage tunnel due to its advantages such as short construction period, small impact on the environment and high economic benefits.

[0003] The dynamic variation law of the lifting force and its prediction method during the whole process of vertical jacking construction not only involve the design of the lifting pipe segment structure and the tunnel bottom reinforcement design in the design stage, but also involve the formulation of parameters such as the lifting reaction force, lifting speed, and drag reduction mud in the construction plan. The lifting force is numerically equal to the sum of the weight of the jacking pipe, the friction resistance of the pipe wall, and the head-on resistance. Among them, the head-on resistance is composed of the water pressure above the jacking pipe, the weight of the rock and soil in the shear failure surface, and the cohesive resistance of the rock and soil on the shear failure surface, and the contribution of the head-on resistance to the lifting force is usually high. In summary, in order to obtain the dynamic variation law of the lifting force and its prediction method, it is necessary to first determine the form and range of the shear failure surface. Therefore, it is necessary to carry out real-time monitoring of the overlying stratum failure response parameters during the whole process of vertical jacking construction, analyze the overlying stratum failure mechanism in vertical jacking construction, and establish a set of effective overlying stratum failure response prediction methods for vertical jacking construction of submarine tunnels based on the measured results, so as to provide guidance and reference for subsequent construction.

[0004] On the other hand, the complexity of the seabed environment makes it difficult to monitor the interior of the seabed strata. Data loss, data redundancy, or data anomalies are prone to occur during the collection and transmission of monitoring data. Therefore, it is necessary to establish a set of overlying stratum damage response monitoring systems with high data collection reliability, accurate data analysis and prediction, so as to improve the level of informatization of monitoring work. Summary of the invention

[0005] In view of the shortcomings of the existing technology, the present invention proposes a monitoring system and a prediction method for the damage response of the overlying strata during vertical jacking construction, which is suitable for monitoring and predicting the damage response of the overlying strata during the vertical jacking construction of the jacking pipe of the drainage head structure of the submarine drainage tunnel. It is beneficial to analyze the damage mechanism of the overlying strata and then determine the shear failure surface and head resistance during the vertical jacking construction. At the same time, according to the monitoring results, a prediction model for the damage response of the overlying strata in the vertical jacking construction of the submarine tunnel is established, thereby providing guidance and reference for subsequent construction.

[0006] In a first aspect, the present application discloses a vertical jacking construction overlying stratum damage response monitoring system, the system comprising a data acquisition system, a database system, a data processing system and a data prediction system;

[0007] The data acquisition system includes an underwater displacement sensor and a remote sensing technology sensor; wherein the underwater displacement sensor is arranged on the seabed surface corresponding to the vertical jacking construction, and is used to obtain the stratum displacement data; the remote sensing technology sensor is carried on the navigation vehicle, and is also used to obtain the stratum displacement data;

[0008] The database system includes a data transmission cloud platform and a data storage module; wherein the data transmission cloud platform is used to establish data connection and transmission between the data acquisition system and the database system; the data storage module is used to store the formation displacement data acquired by the data acquisition system;

[0009] The data processing system includes a data preprocessing module and a data analysis module; wherein the data preprocessing module is used to preprocess the raw data of the data acquisition system, thereby eliminating abnormal values ​​in the raw data and filling in the missing values ​​in the raw data; the data analysis module is used to calculate and analyze the data, and judge the overlying stratum damage response of the vertical jacking construction of the submarine jacking pipe in real time;

[0010] The data prediction system is used to establish a prediction model for the association between the shear failure response of the overlying strata and the vertical jacking construction technical parameters based on the data processed and analyzed by the data processing system, thereby realizing the prediction of the shear failure response of the overlying strata.

[0011] The second aspect of the present application discloses a prediction method of a vertical jacking construction overlying stratum damage response monitoring system, comprising the following steps:

[0012] S100, seabed surface displacement monitoring and data preprocessing: During the vertical jacking construction of the submarine tunnel, the underwater displacement sensors deployed on the seabed surface collect the vertical displacement X of the seabed surface in real time. an , and collect the vertical displacement X of the seabed in real time through the remote sensing technology sensor mounted on the navigation vehicle bn , where X an and X bn are the vertical displacements of the seabed surface at the nth observation point; X an and X bn According to the Laida criterion, the vertical displacement data of the seabed surface that should be eliminated meets the following expression:

[0013]

[0014] in, For Xan The sample mean of the dataset, σ a For X an The sample variance of the dataset, For X bn The sample mean of the dataset, σ b For X bn The sample variance of the dataset;

[0015] For the nth observation point, the vertical displacement of the seabed surface X n Satisfies the following expression:

[0016]

[0017] Among them, X n-1 and X n+1 are the vertical displacements of the seabed surface at the observation points adjacent to point n;

[0018] S200, Determination of stratum uplift damage: For the vertical displacement of the seabed surface at any point, n When the following expression is satisfied, the data analysis module determines that uplift failure occurs at the point:

[0019] X n ≥[X]

[0020] Where [X] is the displacement threshold of uplift failure;

[0021] For a pipe jacking pipeline with a circular cross-section, the stratum uplift during the vertical jacking construction should theoretically be distributed in a centrally symmetrical manner along the central axis of the pipe jacking pipeline, and the plane shape of the seabed surface where the uplift occurs should theoretically be a circle; in practice, due to the unevenness of the stratum properties and the randomness of the construction process, the seabed surface where the uplift occurs may be irregular in shape. At this time, according to the principle of area equivalence, the seabed surface where the uplift occurs during the nth construction step is equivalent to a diameter of D n , area A n The circle, D n A is the equivalent diameter of seabed uplift damage, n is the equivalent area of ​​seabed uplift damage;

[0022] S300, Analysis of shear failure surface of overlying strata: During the construction of vertical jacking method, with the expansion of plastic zone and the penetration of shear surface, the overlying strata of jacking pipe enters the shear failure state. It is assumed that the shear failure line is a straight line extending obliquely upward from the edge of the jacking head pipe section to the seabed surface, that is, the shear failure surface is the side surface of a truncated cone with the soil surface of the jacking head pipe section as the bottom surface and the shear failure line as the generatrix; the angle between the shear failure line and the vertical direction at the nth construction step is defined as the rupture angle θ n , then the rupture angle θ nSatisfies the following expression:

[0023]

[0024] Where L n is the vertical distance between the soil surface of the jacking pipe head section and the seabed surface at the nth construction step, and d is the diameter of the soil surface of the jacking pipe head section;

[0025] S400, calculation of head-on resistance and lifting force: The lifting force is numerically equal to the sum of the self-weight of the jacking pipe, the friction resistance of the pipe wall and the head-on resistance. The head-on resistance is composed of the water pressure above the jacking pipe, the weight of the rock and soil in the shear failure plane, and the cohesive resistance of the rock and soil on the shear failure plane. For this purpose, the geometric parameters of the rock and soil in the shear failure plane are first determined; the geometric parameters of the rock and soil in the shear failure plane satisfy the following expressions:

[0026]

[0027] Among them, V sn is the volume of the rock and soil mass within the shear failure plane at the nth construction step, A sn is the lateral surface area of ​​the rock and soil mass in the shear failure plane at the nth construction step, and h is the vertical distance between the unit body in the integral operation and the soil surface of the pipe section of the jacking pipe head;

[0028] The weight of rock and soil in the shear failure plane at the nth construction step G sn Meet G sn =V sn γ', where γ' is the floating weight of the rock mass on the shear failure surface; the cohesive resistance F of the rock mass on the shear failure surface at the nth construction step cn Satisfy F cn =A sn c, where c is the cohesion of the rock mass within the shear failure plane; the head-on resistance F at the nth construction step hn Satisfy F hn =G sn +F cn +G wn , where G wn is the water pressure above the jacking pipe; the jacking force F at the nth construction step n Satisfy F n =F hn +F fn +G pn , where F fn is the friction resistance of the pipe wall at the nth construction step, G pn is the deadweight of the jacking pipe at the nth construction step; the lifting force F at the nth construction step is calculated n It can provide a basis for setting and adjusting the lifting force provided by the lifting device in the n+1th construction step;

[0029] S500, prediction of shear failure response of overlying strata: the vertical jacking construction progress P at the nth construction step is n Defined as P n =1-L n / L0, where L n is the vertical distance between the soil surface of the jacking pipe head section and the seabed surface during the nth construction step, and L0 is the vertical distance between the soil surface of the jacking pipe head section and the seabed surface when the vertical jacking construction is not implemented; according to the data obtained after the actual measurement and analysis of steps S100 to S200, the equivalent diameter D of the seabed surface uplift damage is established. n As the vertical lifting construction progresses n The prediction model changes with the change; since the overlying strata during the vertical jacking construction are in the compression stage and the shear failure stage successively, the prediction model adopts a piecewise linear model, as shown in the following expression:

[0030]

[0031] Among them, k1, k2, b1, b2, and m1 are all fitting model parameters;

[0032] Through regression analysis, the values ​​of various fitting model parameters are obtained, thereby obtaining the equivalent diameter D of the seabed uplift failure n As the vertical lifting construction progresses n The functional relationship that changes with the change of the overlying strata can be used to predict the damage response of the overlying strata;

[0033] According to the data obtained after the actual measurement and analysis in steps S100 to S400, the rupture angle θ of the shear failure surface of the overlying stratum is established. n As the vertical lifting construction progresses n The prediction model changes with the change. Since the overlying strata during the vertical jacking construction are in the compression stage and the shear failure stage respectively, the prediction model adopts a piecewise linear model, as shown in the following expression:

[0034]

[0035] Among them, k3, k4, b3, b4, and m2 are all fitting model parameters;

[0036] Through regression analysis, the values ​​of various fitting model parameters are obtained, and thus the rupture angle θ of the shear failure surface of the overlying stratum is obtained. n As the vertical lifting construction progresses n The functional relationship that changes with the change of the overlying strata can be used to predict the damage response of the overlying strata.

[0037] Compared with the prior art, the beneficial effects of the present invention are: in view of the overlying stratum damage response of the drainage head structure of the submarine drainage tunnel during the vertical jacking construction of the jacking pipe, a monitoring system for the overlying stratum damage response of the vertical jacking construction is disclosed, and the monitoring system includes a data acquisition system, a database system, a data processing system and a data prediction system; wherein, the data acquisition system is used to obtain the overlying stratum damage response parameter data during the vertical jacking construction in real time, and then the data connection, transmission and storage are realized through the database system, and then the raw data of the data acquisition system is pre-processed, calculated and analyzed by the data processing system in turn, and the overlying stratum damage response of the submarine jacking construction is judged in real time, and finally the data prediction system establishes a prediction model according to the monitoring data to realize reference and prediction for subsequent construction. Guidance; in addition, the present invention also discloses a monitoring and prediction method for the overlying stratum damage response of the vertical jacking construction, the method includes seabed surface stratum displacement monitoring and data preprocessing, stratum uplift damage judgment, overlying stratum shear damage surface analysis, head-on resistance and lifting force calculation, overlying stratum shear damage response prediction; the method is applicable to the overlying stratum damage response monitoring system of the vertical jacking construction, by real-time monitoring of the seabed surface vertical displacement data during the vertical jacking construction process, calculating and analyzing the stratum uplift damage and the overlying stratum shear damage surface, and then calculating the head-on resistance and lifting force of the vertical jacking construction, and on this basis, establishing a functional relationship in which the overlying stratum damage response parameters change with the progress of the vertical jacking construction, thereby realizing the prediction of the overlying stratum damage response of the vertical jacking construction and the jacking force required for the construction. BRIEF DESCRIPTION OF THE DRAWINGS

[0038] Figure 1 is a flow chart of the monitoring and prediction method of the present invention;

[0039] Figure 2 It is a connection diagram of the monitoring system of the present invention;

[0040] Figure 3 It is a structural schematic diagram of the vertical jacking construction of the submarine tunnel of the present invention;

[0041] Figure 4 is the equivalent diameter of seabed uplift damage D n As the vertical lifting construction progresses n A graph of the function relationship that changes with changes;

[0042] Figure 5 is the rupture angle θ of the shear failure surface of the overlying stratum n As the vertical lifting construction progresses n A graph of the function relationship that changes with changes;

[0043] Figure numerals: 1-data acquisition system, 11-underwater displacement sensor, 12-remote sensing technology sensor, 2-database system, 21-data transmission cloud platform, 22-data storage module, 3-data processing system, 31-data preprocessing module, 32-data analysis module, 4-data prediction system, 50-jacking pipeline, 51-horizontal tunnel, 52-jacking device, 53-sea level, 54-seabed surface. DETAILED DESCRIPTION

[0044] The following is a more detailed description of the embodiments of the present invention in conjunction with the accompanying drawings and the accompanying drawings so that a person skilled in the art can implement the embodiments after reading the description. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0045] The project based on this embodiment is the integrated design and construction project of drainage tunnels for units 3 and 4 of the Zhangzhou Nuclear Power Plant. The project adopts a drainage scheme of "shield starting pit + drill and blast tunnel + shield tunnel + drainage head". The drainage head structure of the drainage tunnel consists of a horizontal tunnel 51 and 10 vertical reinforced concrete jacking pipes 50. The jacking force during the vertical jacking construction is provided by a jacking device 52.

[0046] The first aspect of the present invention provides Figure 2-3 The overlying stratum damage response monitoring system for vertical jacking construction shown includes a data acquisition system 1, a database system 2, a data processing system 3 and a data prediction system 4;

[0047] The data acquisition system 1 includes an underwater displacement sensor 11 and a remote sensing technology sensor 12; wherein the underwater displacement sensor 11 is arranged on the seabed surface 54 corresponding to the vertical jacking construction, and is used to obtain the stratum displacement data; the remote sensing technology sensor 12 is carried on the navigation vehicle, and is also used to obtain the stratum displacement data;

[0048] The database system 2 includes a data transmission cloud platform 21 and a data storage module 22; wherein the data transmission cloud platform 21 is used to establish a data connection and transmission between the data acquisition system 1 and the database system 2; the data storage module 22 is used to store the formation displacement data acquired by the data acquisition system 1;

[0049] The data processing system 3 includes a data preprocessing module 31 and a data analysis module 32; wherein the data preprocessing module 31 is used to preprocess the raw data of the data acquisition system 1, thereby eliminating abnormal values ​​in the raw data and filling in the vacant values ​​in the raw data; the data analysis module 32 is used to calculate and analyze the data, and judge the overlying stratum damage response of the vertical jacking construction of the submarine jacking pipe in real time;

[0050] The data prediction system 4 is used to establish a prediction model for the association between the shear failure response of the overlying strata and the vertical jacking construction technical parameters based on the data processed and analyzed by the data processing system 3, thereby realizing the prediction of the shear failure response of the overlying strata.

[0051] A second aspect of the present invention provides Figure 1-5 The monitoring and prediction method of the overlying stratum damage response of the vertical jacking construction shown in the figure comprises:

[0052] S100, seabed surface stratum displacement monitoring and data preprocessing: During the vertical jacking construction of the submarine tunnel, the underwater displacement sensor 11 arranged on the seabed surface 54 collects the vertical displacement X of the seabed surface in real time. an , and collect the vertical displacement X of the seabed in real time through the remote sensing technology sensor 12 mounted on the navigation vehicle bn , where X an and X bn are the vertical displacements of the seabed surface at the nth observation point; the data preprocessing module 31 processes X an and X bn According to the Laida criterion, the vertical displacement data of the seabed surface that should be eliminated meets the following expression:

[0053]

[0054] in, For X an The sample mean of the dataset, σ a For X an The sample variance of the dataset, For X bn The sample mean of the dataset, σ b For X bn The sample variance of the dataset;

[0055] For the nth observation point, the vertical displacement of the seabed surface X n Satisfies the following expression:

[0056]

[0057] Among them, X n-1 and X n+1 are the vertical displacements of the seabed surface at the observation points adjacent to point n;

[0058] In a specific implementation, for all observation points at the same distance from the central axis of the jacking pipe during a typical construction step, the vertical displacement of the seabed surface collected in real time by the underwater displacement sensor 11 and the remote sensing technology sensor 12, X an The sample mean of the dataset 9.890mm, X an The sample variance σ of the dataset a is 0.1364, X bn The sample mean of the dataset 11.305mm, X bn The sample variance σ of the dataset b is 0.1617mm; considering X an Dataset and X bn The sample size of the data set is relatively large, and only some typical data are listed here, including X a1 =10.60mm, X b1 =11.65mm, substitute the above value into formula (1) for judgment, as shown below:

[0059]

[0060] From formula (3), we can know that X a1 is the outlier that needs to be removed, X b1 is a normal value that does not need to be eliminated;

[0061] According to formula (2), for the first observation point, since X a1 Removed and X b1 Not removed, the vertical displacement of the seabed surface X1 is taken as X b1 value, that is, X1 = X b1 =11.65mm;

[0062] S200, Determination of stratum uplift damage: For the vertical displacement of the seabed surface at any point, n When the following expression is satisfied, the data analysis module 32 determines that the point has been damaged by heave:

[0063] X n ≥[X] (4)

[0064] Where [X] is the displacement threshold of uplift failure;

[0065] For the jacking pipe 50 with a circular cross-sectional shape, the stratum uplift during the vertical jacking construction should theoretically be centrally symmetrically distributed along the central axis of the jacking pipe, and the plane shape of the seabed surface range where the uplift damage occurs should theoretically be circular; in practice, due to the unevenness of the stratum properties and the randomness of the construction process, the seabed surface range where the uplift damage occurs may present an irregular shape. At this time, according to the principle of area equivalence, the seabed surface range where the uplift damage occurs during the nth construction step is equivalent to a diameter D n , area A n The circle, D n A is the equivalent diameter of seabed uplift damage, n is the equivalent area of ​​seabed uplift damage;

[0066] In a specific implementation, the displacement threshold value [X] of the uplift damage is 10 mm. Taking the first observation point in step S100 as an example, X1=11.65 mm>10 mm, it can be determined that the first observation point has uplift damage;

[0067] S300, Analysis of shear failure surface of overlying strata: During the construction of vertical jacking method, with the expansion of plastic zone and the penetration of shear surface, the overlying strata of jacking pipe enters the shear failure state. It is assumed that the shear failure line is a straight line extending obliquely upward from the edge of the jacking head pipe section to the seabed surface, that is, the shear failure surface is the side surface of a truncated cone with the soil surface of the jacking head pipe section as the bottom surface and the shear failure line as the generatrix; the angle between the shear failure line and the vertical direction at the nth construction step is defined as the rupture angle θ n , then the rupture angle θ n Satisfies the following expression:

[0068]

[0069] Where L n is the vertical distance between the soil surface of the jacking pipe head section and the seabed surface at the nth construction step, and d is the diameter of the soil surface of the jacking pipe head section;

[0070] In the specific implementation, in the third construction step, the vertical distance L3 between the soil surface of the jacking head pipe section and the seabed surface is 5m, and the equivalent diameter D3 of the seabed surface uplift failure is 9.27m. Then the rupture angle θ3 is calculated according to formula (5) as follows:

[0071]

[0072] Where, d is the diameter of the pipe section facing the soil surface at the top pipe head;

[0073] S400, calculation of head-on resistance and lifting force: The lifting force is numerically equal to the sum of the self-weight of the jacking pipe, the friction resistance of the pipe wall and the head-on resistance. The head-on resistance is composed of the water pressure above the jacking pipe, the weight of the rock and soil in the shear failure plane, and the cohesive resistance of the rock and soil on the shear failure plane. For this purpose, the geometric parameters of the rock and soil in the shear failure plane are first determined; the geometric parameters of the rock and soil in the shear failure plane satisfy the following expressions:

[0074]

[0075] Among them, V sn is the volume of the rock and soil mass within the shear failure plane at the nth construction step, A sn is the lateral surface area of ​​the rock and soil mass in the shear failure plane at the nth construction step, and h is the vertical distance between the unit body in the integral operation and the soil surface of the pipe section of the jacking pipe head;

[0076] The weight of rock and soil in the shear failure plane at the nth construction step G sn Meet G sn =V sn γ', where γ' is the floating weight of the rock mass on the shear failure surface; the cohesive resistance F of the rock mass on the shear failure surface at the nth construction step cn Satisfy F cn =cA sn , where c is the cohesion of the rock mass within the shear failure plane; the head-on resistance F at the nth construction step is hn Satisfy F hn =G sn +F cn +G wn , where G wn is the water pressure above the jacking pipe; the jacking force F at the nth construction step n Satisfy F n =F hn +F fn +G pn , where F fn is the friction resistance of the pipe wall at the nth construction step, G pn is the deadweight of the jacking pipe at the nth construction step; the lifting force F at the nth construction step is calculated n It can provide a basis for setting and adjusting the lifting force provided by the lifting device in the n+1th construction step;

[0077] In the specific implementation, the floating weight γ' of the rock and soil mass within the shear failure plane is 9.6 kN / m 3 , the cohesion c of the rock mass within the shear failure plane is 7 kPa;

[0078] In the third construction step, the geometric parameters of the rock mass within the shear failure plane are calculated according to formula (7) as follows:

[0079]

[0080] Based on this, the weight of the rock and soil mass in the shear failure plane during the third construction step can be calculated: s3 The cohesive resistance F of the rock mass on the shear failure surface during the third construction step is 1419.36 kN. c3 The water pressure G above the jacking pipe during the third construction step is 776.22 kN. w3 The head resistance F at the third construction step is 772.2 kN. h3 The friction resistance F of the pipe wall during the third construction step is 2967.77 kN. f3 The self-weight of the jacking pipe during the third construction step is G p3The lifting force F3 in the third construction step is 139.3 kN, and the lifting force F3 in the third construction step is 4273.27 kN; the lifting force F3 can provide a basis for the setting and adjustment of the lifting force provided by the lifting device in the fourth construction step;

[0081] S500, prediction of shear failure response of overlying strata: the vertical jacking construction progress P at the nth construction step is n Defined as P n =1-L n / L0, where L n is the vertical distance between the soil surface of the jacking pipe head section and the seabed surface during the nth construction step, and L0 is the vertical distance between the soil surface of the jacking pipe head section and the seabed surface when the vertical jacking construction is not implemented; according to the data obtained after the actual measurement and analysis of steps S100 to S200, the equivalent diameter D of the seabed surface uplift damage is established. n As the vertical lifting construction progresses n The prediction model changes with the change; since the overlying strata during the vertical jacking construction are in the compression stage and the shear failure stage successively, the prediction model adopts a piecewise linear model, as shown in the following expression:

[0082]

[0083] Among them, k1, k2, b1, b2, and m1 are all fitting model parameters;

[0084] Through regression analysis, the values ​​of various fitting model parameters are obtained, thereby obtaining the equivalent diameter D of the seabed uplift failure n As the vertical lifting construction progresses n The functional relationship that changes with the change of the overlying strata can be used to predict the damage response of the overlying strata;

[0085] According to the data obtained after the actual measurement and analysis in steps S100 to S300, the rupture angle θ of the shear failure surface of the overlying stratum is established. n As the vertical lifting construction progresses n The prediction model changes with the change. Since the overlying strata during the vertical jacking construction are in the compression stage and the shear failure stage respectively, the prediction model adopts a piecewise linear model, as shown in the following expression:

[0086]

[0087] Among them, k3, k4, b3, b4, and m2 are all fitting model parameters;

[0088] Through regression analysis, the values ​​of various fitting model parameters are obtained, and thus the rupture angle θ of the shear failure surface of the overlying stratum is obtained. n As the vertical lifting construction progresses nThe functional relationship that changes with the change of the overlying strata can be used to predict the damage response of the overlying strata;

[0089] In the specific implementation, according to the data obtained after the actual measurement and analysis in steps S100 to S200, the equivalent diameter D of the seabed uplift damage is established. n As the vertical lifting construction progresses n The prediction model changes with the change of Figure 4 As shown, according to formula (10) and through regression analysis, the values ​​of the fitting model parameters are k1=0, k2=-10.273, b1=0, b2=13.202, m1=0.25, and the prediction model is shown in the following expression:

[0090]

[0091] The correlation coefficient R corresponding to the prediction model 2 It is 0.9857, which means that the prediction model has a good fit;

[0092] According to the data obtained after the actual measurement and analysis in steps S100 to S300, the rupture angle θ of the shear failure surface of the overlying stratum is established. n As the vertical lifting construction progresses n The prediction model changes with the change of Figure 5 As shown, according to formula (10) and through regression analysis, the values ​​of the fitting model parameters are k3=0, k4=-49.092, b3=0, b4=53.602, m2=0.25, and the prediction model is shown in the following expression:

[0093]

[0094] The correlation coefficient R corresponding to the prediction model 2 It is 0.9635, which means that the prediction model has a good fit.

[0095] The above are one or more embodiments of the present invention, and the description is relatively specific and detailed, but it cannot be understood as limiting the scope of the patent of the present invention. It should be pointed out that for ordinary technicians in this field, several modifications and improvements can be made without departing from the concept of the present invention, which all belong to the protection scope of the present invention. Therefore, the protection scope of the patent of the present invention shall be based on the attached claims.

Claims

1. Vertical jacking construction overlying stratum damage response monitoring system, characterized by: Including data acquisition system, database system, data processing system and data prediction system; The data acquisition system includes an underwater displacement sensor and a remote sensing technology sensor; wherein the underwater displacement sensor is arranged on the seabed surface corresponding to the vertical jacking construction to obtain stratum displacement data; the remote sensing technology sensor is carried on a navigation vehicle to obtain stratum displacement data; The database system includes a data transmission cloud platform and a data storage module; wherein the data transmission cloud platform is used to establish data connection and transmission between the data acquisition system and the database system; the data storage module is used to store the formation displacement data acquired by the data acquisition system; The data processing system includes a data preprocessing module and a data analysis module; wherein the data preprocessing module is used to preprocess the raw data of the data acquisition system; the data analysis module is used to calculate and analyze the data, and to determine the damage response of the overlying strata in the vertical jacking construction of the submarine jacking pipe in real time; The data prediction system is used to establish a prediction model for the association between the shear failure response of the overlying strata and the technical parameters of the vertical jacking construction based on the data processed and analyzed by the data processing system.

2. A prediction method, characterized in that: For the vertical jacking construction overlying stratum damage response monitoring system as claimed in claim 1, the prediction method comprises the following steps: S100, seabed surface displacement monitoring and data preprocessing: During the vertical jacking construction of the submarine tunnel, the underwater displacement sensors deployed on the seabed surface collect the vertical displacement X of the seabed surface in real time. an , and collect the vertical displacement X of the seabed in real time through the remote sensing technology sensor mounted on the navigation vehicle bn , where X an and X bn are the vertical displacements of the seabed surface at the nth observation point; X an and X bn The vertical displacement data of the seabed surface that should be eliminated should satisfy the following expression: in, For X an The sample mean of the dataset, σ a For X an The sample variance of the dataset, For X bn The sample mean of the dataset, σ b For X bn The sample variance of the dataset; For the nth observation point, the vertical displacement of the seabed surface X n Satisfies the following expression: Among them, X n-1 and X n+1 are the vertical displacements of the seabed surface at the observation points adjacent to point n; S200, Determination of stratum uplift damage: For the vertical displacement of the seabed surface at any point, n When the following expression is satisfied, the data analysis module determines that uplift failure occurs at the point: X n ≥[X] Where [X] is the displacement threshold of uplift failure; According to the principle of area equivalence, the seabed surface area where the uplift damage occurs during the nth construction step is equivalent to a diameter of D n , area A n The circle, D n A is the equivalent diameter of seabed uplift damage, n is the equivalent area of ​​seabed uplift damage; S300, Analysis of shear failure surface of overlying strata: Assume that the shear failure line is a straight line extending obliquely upward from the edge of the pipe section of the jacking head to the seabed surface, that is, the shear failure surface is the side surface of a truncated cone with the soil surface of the pipe section of the jacking head as the bottom surface and the shear failure line as the generatrix; define the angle between the shear failure line and the vertical direction at the nth construction step as the rupture angle θ n , then the rupture angle θ n Satisfies the following expression: Where L n is the vertical distance between the soil surface of the jacking pipe head section and the seabed surface at the nth construction step, and d is the diameter of the soil surface of the jacking pipe head section; S400, calculation of head-on resistance and lifting force: The geometric parameters of the rock and soil mass within the shear failure surface satisfy the following expressions: Among them, V sn is the volume of the rock and soil mass within the shear failure plane at the nth construction step, A sn is the lateral surface area of ​​the rock and soil mass in the shear failure plane at the nth construction step, and h is the vertical distance between the unit body in the integral operation and the soil surface of the pipe section of the jacking pipe head; The weight of rock and soil in the shear failure plane at the nth construction step G sn Meet G sn =V sn γ', where γ' is the floating weight of the rock mass on the shear failure surface; the cohesive resistance F of the rock mass on the shear failure surface at the nth construction step cn Satisfy F cn =A sn c, where c is the cohesion of the rock mass within the shear failure plane; the head-on resistance F at the nth construction step hn Satisfy F hn =G sn +F cn +G wn , where G wn is the water pressure above the jacking pipe; the jacking force F at the nth construction step n Satisfy F n =F hn +F fn +G pn , where F fn is the friction resistance of the pipe wall at the nth construction step, G pn is the deadweight of the jacking pipe at the nth construction step; the lifting force F at the nth construction step is calculated n It can provide a basis for setting and adjusting the lifting force provided by the lifting device in the n+1th construction step; S500, prediction of shear failure response of overlying strata: the vertical jacking construction progress P at the nth construction step is n Defined as P n =1-L n / L0, where L n is the vertical distance between the soil surface of the jacking pipe head section and the seabed surface during the nth construction step, L0 is the vertical distance between the soil surface of the jacking pipe head section and the seabed surface when the vertical jacking construction is not implemented; establish the equivalent diameter D of the seabed surface uplift failure n As the vertical lifting construction progresses n The prediction model changes with the change; the prediction model adopts a piecewise linear model, as shown in the following expression: Among them, k1, k2, b1, b2, and m1 are all fitting model parameters; Through regression analysis, the values ​​of various fitting model parameters are obtained, thereby obtaining the equivalent diameter D of the seabed uplift failure n As the vertical lifting construction progresses n Functional relationships that change with change; Establish the rupture angle θ of the shear failure surface of the overlying stratum n As the vertical lifting construction progresses n The prediction model changes with the change. The prediction model adopts a piecewise linear model, as shown in the following expression: Among them, k3, k4, b3, b4, and m2 are all fitting model parameters; Through regression analysis, the values ​​of various fitting model parameters are obtained, and thus the rupture angle θ of the shear failure surface of the overlying stratum is obtained. n As the vertical lifting construction progresses n A functional relationship that changes with changes.

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