Super-large-diameter shield segment structure stress spatialization analysis method

Abstract

The invention relates to the technical field of shield segment stress analysis, and discloses a super-large-diameter shield segment structure stress spatialization analysis method which comprises the following steps: S01, scanning a shield segment and modeling; step S02, carrying out corner mark number and pressure simulation; s03, calculating the total space pressure of the shield segment; step S04, calculating partial pressure of the shield segment on a space coordinate axis; s05, calculating the simulated total pressure borne by the shield tunnel on the space coordinate axis; s06, calculating the maximum total pressure which can be actually borne by the shield tunnel; s07, preliminarily judging the feasibility of shield tunnel construction; s08, the shield segment is monitored in real time; by arranging the step S05, pressure simulation on the shield tunnel and spatial stress analysis on the shield tunnel are facilitated, so that pressure simulation of the shield tunnel is more accurate, and a data basis is provided for subsequent judgment of the shield tunnel.

Description

Technical Field

[0001] The present invention relates to the technical field of shield segment stress analysis, and more specifically to a method for spatial stress analysis of an ultra-large diameter shield segment structure. Background Art

[0002] Nowadays, China's urbanization is developing faster and faster, and people's demand for subways is getting higher and higher. With the increasing number of subway construction, shield construction technology has developed rapidly. As the outermost barrier of the tunnel, the segment lining is the main supporting component of the tunnel, bearing the load of surrounding soil pressure and groundwater pressure. Therefore, the engineering quality of the shield segment directly affects the overall safety of the tunnel, so it is very necessary to simulate and analyze the stress conditions of the shield segment.

[0003] The existing stress analysis of shield segment structure is to analyze the groundwater pressure, soil pressure, internal force and pressure of the shield segment, so as to obtain the load borne by the shield segment. The health monitoring of the shield segment is carried out in combination with BIM technology to realize the real-time visualization of the health monitoring information, which is used as the basic data for judging the safety of the shield tunnel structure.

[0004] However, most of the existing stress analysis of shield segments is two-dimensional stress analysis, which is unable to perform spatial stress simulation analysis based on actual stress conditions, thereby reducing the accuracy of the stress analysis results of the shield segments and failing to ensure the overall safety of the shield tunnel. Summary of the invention

[0005] In order to overcome the above-mentioned defects of the prior art, the present invention provides a method for spatial analysis of the forces on a super-large diameter shield segment structure to solve the problems existing in the above-mentioned background technology.

[0006] The present invention provides the following technical solution: a method for spatial analysis of the stress of a super-large diameter shield segment structure, comprising the following steps:

[0007] Step S01: Scanning and modeling the shield segments: 3D scanning of n shield segments is performed by a scanning device, and the scanned shield segment images are assembled in a corresponding assembly method on an operation terminal to form a 3D model of the shield tunnel;

[0008] Step S02: marking corner points and performing pressure simulation: marking the corner points of each shield segment of the shield tunnel as 1, 2, 3, ... m in sequence, placing the 3D model of the shield tunnel in the spatial coordinate axis, and applying simulated pressure to the shield tunnel;

[0009] Step S03: Calculate the total space pressure of the shield segment: Calculate the total space pressure f1, f2, f3...f borne by each shield segment n ;

[0010] Step S04: Calculate the partial pressure of the shield segment on the spatial coordinate axis: mark the force in the x-axis direction on each shield segment in the spatial coordinate axis as F x1 、F x2 、F x3 ……F xn , mark the y-axis force on each connection corner in the spatial coordinate axis as F y1 、F y2 、F y3 ……F yn , mark the z-axis force on each connection corner in the spatial coordinate axis as F z1 、F z2 、F z3 ……F zn ;

[0011] Step S05: Calculate the simulated total pressure on the shield tunnel in the spatial coordinate axis: The total pressure on the shield tunnel in the x-axis direction in the spatial coordinate axis is recorded as F xAll , the total pressure on the shield tunnel in the y-axis direction in the spatial coordinate axis is recorded as F yAll , the total pressure on the shield tunnel in the z-axis direction in the spatial coordinate axis is recorded as F zAll , The maximum simulated pressure in the x-axis direction, the maximum simulated pressure in the y-axis direction, and the maximum simulated pressure in the z-axis direction that the shield tunnel needs to withstand are calculated;

[0012] Step S06: Calculate the maximum total pressure that the shield tunnel can actually withstand: Input the structural parameters of the shield segment, calculate the maximum pressure F′ that the shield tunnel can withstand, and the maximum pressure that the shield tunnel can withstand on the x-axis of the spatial coordinate is recorded as F x ′, the maximum pressure that the shield tunnel can withstand on the spatial coordinate y axis is recorded as F y ′, the maximum pressure that the shield tunnel can withstand on the x-axis of the spatial coordinate is recorded as F z ′;

[0013] Step S07: Preliminary determination of the feasibility of shield tunnel construction. pAll >F p '(p=x, y, z), it is determined to be infeasible, otherwise it is determined to be feasible. If it is determined to be feasible, step S08 is executed;

[0014] Step S08: Monitor the shield segments in real time, perform health monitoring on the shield tunnel structure based on BIM technology, and monitor the damage and deformation of the shield segments in real time.

[0015] Preferably, the total spatial pressure f borne by each shield segment isi The calculation formula is: Among them, f i is the total spatial pressure on the i-th shield segment, f ih is the constant pressure of the i-th shield segment, f ib is the changing pressure of the ith shield segment, f it is the burst pressure of the ith shield segment, f ij is the pressure on the j-th corner of the ith shield segment, i = 1, 2, 3...n, j = 1, 2, 3...m.

[0016] Preferably, the calculation formula for the partial pressure of the shield segment on the spatial coordinate axis is: Among them, α is the angle between the direction of the total spatial pressure borne by the shield segment and the x-axis of the spatial coordinate, β is the angle between the direction of the total spatial pressure borne by the shield segment and the y-axis of the spatial coordinate, γ is the angle between the direction of the total spatial pressure borne by the shield segment and the z-axis of the spatial coordinate, i = 1, 2, 3...n.

[0017] Preferably, the constant pressure f ih The calculation formula is: ih =ε×(g+f d +G×s+f w +f q ), where ε is the stress coefficient of the shield segment, g is the weight of the i-th shield segment, and f d is the formation pressure, G is the building pressure above the i-th shield segment, s is the area of ​​the i-th shield segment, and f w is the water pressure, f q For other constant pressures.

[0018] Preferably, the changing pressure f ib The calculation formula is: Where λ is the frequency constant of the changing pressure, c is the total number of vehicles passing on the ground above the shield tunnel, g′ is the average dead weight of the vehicles, v is the speed of ground vehicles, R is the estimated number of people inside the shield tunnel, G′ is the average weight of pedestrians, r is the pedestrian flow, and f s is the pressure generated during construction. If there is no construction, f s =0,f q For other variable pressures.

[0019] Preferably, the burst pressure f it The calculation formula is: it =η×G d ×T, where η is the earthquake influence coefficient, G d is the shield segment’s own gravity, T is the earthquake’s natural vibration period, and if there is no terrain vibration, fit =0.

[0020] Preferably, the calculation formula for the maximum pressure F' that the shield tunnel can withstand is: Among them, J is the foundation bearing pressure of the shield tunnel, μ1 is the elastic modulus, q is the strength of the shield segment material, Q is the proportion of concrete in the shield segment material, ρ is the density of the shield segment, σ is the Poisson's ratio, μ2 is the geometric size constant of the shield segment, h is the thickness of the shield segment, and r 外 is the outer diameter of the shield segment, μ3 is the bending stiffness of the shield segment, l is the number of joints of the shield segment, l p is the joint stiffness of the shield segment.

[0021] Preferably, the F x ′、F y ′ and F z The calculation formula of ′ is: Among them, α′ is the angle between the direction of the maximum pressure F′ that the shield segment can withstand and the x-axis of the spatial coordinate, β′ is the angle between the direction of the maximum pressure F′ that the shield segment can withstand and the y-axis of the spatial coordinate, and γ′ is the angle between the direction of the maximum pressure F′ that the shield segment can withstand and the z-axis of the spatial coordinate.

[0022] Technical effects and advantages of the present invention:

[0023] (1) The present invention is provided with step S05, which is conducive to pressure simulation of the shield tunnel and spatial force analysis of the shield tunnel. By calculating the total pressure in the three directions of x-axis, y-axis and z-axis, the maximum simulated pressure in the x-axis direction, the maximum simulated pressure in the y-axis direction and the maximum simulated pressure in the z-axis direction that the shield tunnel needs to withstand can be obtained. Through three-dimensional force analysis, the pressure simulation of the shield tunnel is made more accurate, providing a data basis for the subsequent judgment of the shield tunnel.

[0024] (2) The present invention is provided with step S06, which is conducive to calculating the maximum total pressure that the shield tunnel can withstand, thereby obtaining the maximum pressure limit that the shield tunnel itself can withstand, and further providing a data basis for determining the feasibility of shield tunnel construction in step S07, and being able to perform stress analysis on the construction conditions of the shield tunnel in advance. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 The present invention is a flow chart of the method for spatial analysis of the stress of the ultra-large diameter shield segment structure. DETAILED DESCRIPTION

[0026] The technical solution of the present invention will be clearly and completely described below in conjunction with the accompanying drawings in the present invention. In addition, the forms of the various structures recorded in the following embodiments are only examples. The spatial force analysis method of a super-large diameter shield segment structure involved in the present invention is not limited to the various structures recorded in the following embodiments. All other implementations obtained by ordinary technicians in this field without making creative work belong to the scope of protection of the present invention.

[0027] The present invention provides a method for spatial analysis of the stress of a super-large diameter shield segment structure, comprising the following steps:

[0028] Step S01: 3D scanning of n shield segments is performed by a scanning device, wherein the scanning device includes but is not limited to a three-dimensional scanner, and the scanned shield segment images are assembled in an operation terminal according to a corresponding assembly method to form a 3D model of the shield tunnel, wherein the assembly method includes two types: through-seam assembly and staggered-seam assembly;

[0029] Step S02: Mark the corner points of each shield segment of the shield tunnel as 1, 2, 3...m in sequence, where the corner points are the four corners of the shield segment, place the 3D model of the shield tunnel in the spatial coordinate axis, and apply simulated pressure to the shield tunnel, where the simulated pressure simulates the maximum pressure data faced by the actual underground environment of the shield tunnel, and the pressure data include but are not limited to constant pressure data, variable pressure data, and sudden pressure data, where the constant pressure data include but are not limited to the deadweight of the shield tunnel, stratum pressure data, pressure of building facilities above the shield tunnel, water pressure, stratum resistance, and weight of equipment inside the shield tunnel, where the variable pressure data include but are not limited to vehicle pressure on the ground above the shield tunnel, lateral soil pressure, load pressure caused by pedestrians inside the shield tunnel, and load pressure generated during construction, and where the sudden pressure data include but are not limited to load pressure generated by terrain vibration;

[0030] Step S03: Calculate the total spatial pressure f1, f2, f3, ... f borne by each shield segment n , Among them, f i is the total spatial pressure on the i-th shield segment, f ih is the constant pressure of the i-th shield segment, f ib is the changing pressure of the ith shield segment, f it is the burst pressure of the ith shield segment, f ij is the pressure on the jth corner of the i-th shield segment, i = 1, 2, 3...n, j = 1, 2, 3...m;

[0031] Step S04: Mark the x-axis force on each shield segment in the spatial coordinate axis as Fx1 、F x2 、F x3 ……F xn , mark the y-axis force on each connection corner in the spatial coordinate axis as F y1 、F y2 、F y3 ……F yn , mark the z-axis force on each connection corner in the spatial coordinate axis as F z1 、F z2 、F z3 ……F zn , Among them, α is the angle between the direction of the total space pressure borne by the shield segment and the x-axis of the spatial coordinate, β is the angle between the direction of the total space pressure borne by the shield segment and the y-axis of the spatial coordinate, γ is the angle between the direction of the total space pressure borne by the shield segment and the z-axis of the spatial coordinate, i = 1, 2, 3...n;

[0032] Step S05: The total pressure on the shield tunnel in the x-axis direction in the spatial coordinate axis is recorded as F xAll , the total pressure on the shield tunnel in the y-axis direction in the spatial coordinate axis is recorded as F yAll , the total pressure on the shield tunnel in the z-axis direction in the spatial coordinate axis is recorded as F zAll , The maximum simulated pressure in the x-axis direction, the maximum simulated pressure in the y-axis direction, and the maximum simulated pressure in the z-axis direction that the shield tunnel needs to withstand are calculated;

[0033] Step S06: Input the structural parameters of the shield segment and calculate the maximum pressure F′ that the shield tunnel can withstand. The maximum pressure that the shield tunnel can withstand on the x-axis of the spatial coordinate is recorded as F x ′, the maximum pressure that the shield tunnel can withstand on the spatial coordinate y axis is recorded as F y ′, the maximum pressure that the shield tunnel can withstand on the x-axis of the spatial coordinate is recorded as F z ', the structural parameters include but are not limited to the strength grade of the material used to make the shield segment, the elastic coefficient of the material used to make the shield segment, the outer diameter of the shield segment, the Poisson's ratio, the thickness of the shield segment, the density of the shield segment, the number of joints of the shield segment, the joint stiffness and the flatness of the annulus;

[0034] Step S07: Preliminary determination of the feasibility of shield tunnel construction. pAll >F p '(p=x, y, z), it is determined to be infeasible, otherwise it is determined to be feasible. If it is determined to be feasible, step S08 is executed;

[0035] Step S08: Monitor the shield segments in real time, perform health monitoring on the shield tunnel structure based on BIM technology, and monitor the damage and deformation of the shield segments in real time.

[0036] In this embodiment, it should be specifically explained that the constant pressure f ih The calculation formula is: ih =ε×(g+f d +G×s+f w +f q ), where ε is the stress coefficient of the shield segment, g is the weight of the i-th shield segment, and f d is the formation pressure, G is the building pressure above the i-th shield segment, s is the area of ​​the i-th shield segment, and f w is the water pressure, f q For other constant pressures.

[0037] In this embodiment, it should be specifically explained that the variable pressure f ib The calculation formula is: Where λ is the frequency constant of the changing pressure, c is the total number of vehicles passing on the ground above the shield tunnel, g′ is the average dead weight of the vehicles, v is the speed of ground vehicles, R is the estimated number of people inside the shield tunnel, G′ is the average weight of pedestrians, r is the pedestrian flow, and f s is the pressure generated during construction. If there is no construction, f s =0,f q For other variable pressures.

[0038] In this embodiment, it should be specifically explained that the burst pressure f it The calculation formula is: it =η×G d ×T, where η is the earthquake influence coefficient, which can be 0.134, G d is the shield segment’s own gravity, T is the earthquake’s natural vibration period, and if there is no terrain vibration, f it =0.

[0039] In this embodiment, it should be specifically explained that the calculation formula of the maximum pressure F' that the shield tunnel can withstand is: Among them, J is the foundation bearing pressure of the shield tunnel, μ1 is the elastic modulus, q is the strength of the shield segment material, Q is the proportion of concrete in the shield segment material, ρ is the density of the shield segment, σ is the Poisson's ratio, μ2 is the geometric size constant of the shield segment, h is the thickness of the shield segment, and r 外 is the outer diameter of the shield segment, μ3 is the bending stiffness of the shield segment, l is the number of joints of the shield segment, l p is the joint stiffness of the shield segment.

[0040] In this embodiment, it should be specifically explained that the F x ′、F y ′ and F z The calculation formula of ′ is: Among them, α′ is the angle between the direction of the maximum pressure F′ that the shield segment can withstand and the x-axis of the spatial coordinate, β′ is the angle between the direction of the maximum pressure F′ that the shield segment can withstand and the y-axis of the spatial coordinate, and γ′ is the angle between the direction of the maximum pressure F′ that the shield segment can withstand and the z-axis of the spatial coordinate.

[0041] In the present embodiment, it should be specifically explained that the difference between the present embodiment and the prior art lies mainly in that the present embodiment has step S05 and step S06, which is conducive to pressure simulation of the shield tunnel and spatial force analysis of the shield tunnel. By calculating the total pressure in the three directions of x-axis, y-axis and z-axis, the maximum simulated pressure in the x-axis direction, the maximum simulated pressure in the y-axis direction and the maximum simulated pressure in the z-axis direction that the shield tunnel needs to withstand can be obtained. Through three-dimensional force analysis, the pressure simulation of the shield tunnel is more accurate, which provides a data basis for the subsequent judgment of the shield tunnel. It is conducive to calculating the maximum total pressure that the shield tunnel can withstand, thereby obtaining the maximum pressure limit that the shield tunnel itself can withstand, and then providing a data basis for the judgment of the feasibility of shield tunnel construction in step S07, and being able to perform force analysis on the construction conditions of the shield tunnel in advance.

[0042] Finally: The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

[0043] The above is only a specific implementation of the present application, but the protection scope of the present application is not limited thereto. Any person skilled in the art who is familiar with the present technical field can easily think of changes or substitutions within the technical scope disclosed in the present application, which should be included in the protection scope of the present application. Therefore, the protection scope of the present application should be based on the protection scope of the claims.

Claims

1. A method for spatial analysis of the stress of a super-large diameter shield segment structure, characterized by: The following steps are involved: Step S01: Scanning and modeling the shield segments: 3D scanning of n shield segments is performed by a scanning device, and the scanned shield segment images are assembled in a corresponding assembly method on an operation terminal to form a 3D model of the shield tunnel; Step S02: marking corner points and performing pressure simulation: marking the corner points of each shield segment of the shield tunnel as 1, 2, 3, ... m in sequence, placing the 3D model of the shield tunnel in the spatial coordinate axis, and applying simulated pressure to the shield tunnel; Step S03: Calculate the total space pressure of the shield segment: Calculate the total space pressure f1, f2, f3...f borne by each shield segment n ; Step S04: Calculate the partial pressure of the shield segment on the spatial coordinate axis: mark the force in the x-axis direction on each shield segment in the spatial coordinate axis as F x1 、F x2 、F x3 ……F xn , mark the y-axis force on each connection corner in the spatial coordinate axis as F y1 、F y2 、F y3 ……F yn , mark the z-axis force on each connection corner in the spatial coordinate axis as F z1 、F z2 、F z3 ……F zn ; Step S05: Calculate the simulated total pressure on the shield tunnel in the spatial coordinate axis: The total pressure on the shield tunnel in the x-axis direction in the spatial coordinate axis is recorded as F xAll , the total pressure on the shield tunnel in the y-axis direction in the spatial coordinate axis is recorded as F yAll , the total pressure on the shield tunnel in the z-axis direction in the spatial coordinate axis is recorded as F zAll , The maximum simulated pressure in the x-axis direction, the maximum simulated pressure in the y-axis direction, and the maximum simulated pressure in the z-axis direction that the shield tunnel needs to withstand are calculated; Step S06: Calculate the maximum total pressure that the shield tunnel can actually withstand: Input the structural parameters of the shield segment, calculate the maximum pressure F′ that the shield tunnel can withstand, and the maximum pressure that the shield tunnel can withstand on the x-axis of the spatial coordinate is recorded as F x ′, the maximum pressure that the shield tunnel can withstand on the spatial coordinate y axis is recorded as F y ′, the maximum pressure that the shield tunnel can withstand on the x-axis of the spatial coordinate is recorded as F z ′; Step S07: Preliminary determination of the feasibility of shield tunnel construction. pAll >F p '(p=x, y, z), it is determined to be infeasible, otherwise it is determined to be feasible. If it is determined to be feasible, step S08 is executed; Step S08: Monitor the shield segments in real time, perform health monitoring on the shield tunnel structure based on BIM technology, and monitor the damage and deformation of the shield segments in real time.

2. The method for spatial analysis of the force of a super-large diameter shield segment structure according to claim 1 is characterized by: The total spatial pressure f borne by each shield segment i The calculation formula is: Among them, f i is the total spatial pressure on the i-th shield segment, f ih is the constant pressure of the i-th shield segment, f ib is the changing pressure of the ith shield segment, f it is the burst pressure of the ith shield segment, f ij is the pressure on the j-th corner of the ith shield segment, i = 1, 2, 3...n, j = 1, 2, 3...m.

3. The method for spatial analysis of the force of a super-large diameter shield segment structure according to claim 1 is characterized by: The calculation formula for the partial pressure of the shield segment on the spatial coordinate axis is: Among them, α is the angle between the direction of the total spatial pressure borne by the shield segment and the x-axis of the spatial coordinate, β is the angle between the direction of the total spatial pressure borne by the shield segment and the y-axis of the spatial coordinate, γ is the angle between the direction of the total spatial pressure borne by the shield segment and the z-axis of the spatial coordinate, i = 1, 2, 3...n.

4. The method for spatial analysis of the force of a super-large diameter shield segment structure according to claim 1 is characterized by: The constant pressure f ih The calculation formula is: ih =ε×(g+f d +G×s+f w +f q ), where ε is the stress coefficient of the shield segment, g is the weight of the i-th shield segment, and f d is the formation pressure, G is the building pressure above the i-th shield segment, s is the area of ​​the i-th shield segment, and f w is the water pressure, f q For other constant pressures.

5. The method for spatial analysis of the force of a super-large diameter shield segment structure according to claim 1 is characterized by: The change in pressure f ib The calculation formula is: Where λ is the frequency constant of the changing pressure, c is the total number of vehicles passing on the ground above the shield tunnel, g′ is the average dead weight of the vehicles, v is the speed of ground vehicles, R is the estimated number of people inside the shield tunnel, G′ is the average weight of pedestrians, r is the pedestrian flow, and f s is the pressure generated during construction. If there is no construction, f s =0,f q For other variable pressures.

6. The method for spatial analysis of the force of a super-large diameter shield segment structure according to claim 1 is characterized by: The burst pressure f it The calculation formula is: it =η×G d ×T, where η is the earthquake influence coefficient, G d is the shield segment’s own gravity, T is the earthquake’s natural vibration period, and if there is no terrain vibration, f it =0.

7. The method for spatial analysis of the force of a super-large diameter shield segment structure according to claim 1 is characterized by: The calculation formula for the maximum pressure F' that the shield tunnel can withstand is: Among them, J is the foundation bearing pressure of the shield tunnel, μ1 is the elastic modulus, q is the strength of the shield segment material, Q is the proportion of concrete in the shield segment material, ρ is the density of the shield segment, σ is the Poisson's ratio, μ2 is the geometric size constant of the shield segment, h is the thickness of the shield segment, and r 外 is the outer diameter of the shield segment, μ3 is the bending stiffness of the shield segment, l is the number of joints of the shield segment, l p is the joint stiffness of the shield segment.

8. The method for spatial analysis of the force of a super-large diameter shield segment structure according to claim 1 is characterized by: The F x ′、F y ′ and F z The calculation formula of ′ is: Among them, α′ is the angle between the direction of the maximum pressure F′ that the shield segment can withstand and the x-axis of the spatial coordinate, β′ is the angle between the direction of the maximum pressure F′ that the shield segment can withstand and the y-axis of the spatial coordinate, and γ′ is the angle between the direction of the maximum pressure F′ that the shield segment can withstand and the z-axis of the spatial coordinate.

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