Earthquake response simulation method and device for internal assembly component of shield tunnel

Abstract

The invention provides an earthquake response simulation method and device for an assembly component in a shield tunnel. The simulation method comprises the following steps: establishing a first finite element model of a site soil layer-shield tunnel and a second finite element model of the assembly component; applying a first preset condition to the first finite element model to enable the first finite element model to simulate an earthquake working condition, and generating simulation data; determining a second preset condition of the second finite element model according to the simulation data; and a second preset condition is applied to the second finite element model, so that the second finite element model simulates the earthquake working condition, and displacement of the assembly component is generated. According to the scheme, the soil layer-shield tunnel and the assembly component are subjected to simulation analysis, the seismic response result of the shield tunnel acts on the assembly component according to the connection relation between the shield tunnel and the assembly component, and the structure of the assembly component is considered, so that the seismic response result of the assembly component is more real and reliable; and the earthquake response of the assembly component in the shield tunnel can be accurately obtained.

Description

Technical Field

[0001] The present invention relates to the technical field of prefabricated building structures, and in particular to a method and device for simulating seismic responses of internal assembly components of a shield tunnel. Background Art

[0002] At present, the main structure of the shield tunnel can be fully preassembled. During the design process, the main structure of the shield tunnel is analyzed using methods such as reaction displacement method and reaction acceleration method.

[0003] The seismic response mechanism of underground structures is different from that of above-ground structures. The seismic response of above-ground structures mainly depends on the dynamic characteristics of the structure itself, while the dynamic characteristics of underground structures are suppressed, and their seismic response mainly depends on the deformation of the surrounding soil. Only analyzing the main structure of the shield tunnel cannot accurately determine the seismic response of the fully assembled structure inside the shield tunnel. Summary of the invention

[0004] The main purpose of the present invention is to provide a method and device for simulating the seismic response of an assembly inside a shield tunnel, so as to solve the technical problem of how to obtain the seismic response of a fully assembled structure inside a shield tunnel.

[0005] In order to achieve the above-mentioned purpose, according to one aspect of the present invention, a method for simulating the seismic response of an assembly component inside a shield tunnel is provided, comprising: establishing a first finite element model of a site soil layer-shield tunnel and a second finite element model of the assembly component; applying a first preset condition to the first finite element model so that the first finite element model simulates the seismic condition and generates simulation data, wherein the simulation data at least includes the displacement of the shield tunnel and the site surface acceleration; determining a second preset condition for the second finite element model based on the simulation data; applying a second preset condition to the second finite element model so that the second finite element model simulates the seismic condition and generates the displacement of the assembly component, wherein the second preset condition at least includes the gravity of the assembly component, the inertia force of the assembly component and the displacement of the shield tunnel.

[0006] Furthermore, a first preset condition is applied to the first finite element model, including: setting site soil layer calculation parameters in the first finite element model, the site soil layer calculation parameters at least including: the elastic modulus of the soil layer, the shear modulus of the soil layer and the damping ratio of the soil layer; setting the boundary of the first finite element model, wherein the boundary includes a first boundary near the bottom end of the shield tunnel; and applying a seismic load at the first boundary.

[0007] Furthermore, a one-dimensional site seismic response analysis is performed on the first finite element model to obtain calculation parameters of the site soil layer.

[0008] Further, according to the simulation data, a second preset condition of the second finite element model is determined, including:

[0009] Calculate the inertia force of the assembly based on the site surface acceleration and the mass of the assembly.

[0010] Furthermore, load points are marked on the first finite element model, where the load points are connection points between the shield tunnel and the assembly components, and a local coordinate system of the load points is established to extract the displacement of the load points from the displacement of the shield tunnel.

[0011] Furthermore, establishing a second finite element model of the assembly component includes: equating the connection part of the assembly component to a spring unit, the spring unit includes three unidirectional springs, the directions of the three unidirectional springs correspond one-to-one to the directions of the three coordinate axes of the local coordinate system, wherein the connection part is used to connect to the shield tunnel.

[0012] Furthermore, the assembly components include a prefabricated bottom bin, a prefabricated middle partition wall and a clamp, the prefabricated middle partition is connected to the top of the prefabricated bottom bin, the prefabricated middle partition is connected to the inner top wall of the shield tunnel through the clamp, and the clamp is used to limit the horizontal displacement of the prefabricated middle partition wall; the clamp is equivalent to a first spring unit, the stiffness of the tangential spring in the first spring unit is infinite, and the stiffness of the normal spring in the first spring unit is 0; when the prefabricated middle partition wall moves downward, the stiffness of the vertical spring in the first spring unit is the stiffness of the concrete material of the shield tunnel; when the prefabricated middle partition wall moves upward, the stiffness of the vertical spring in the first spring unit is 0.

[0013] Furthermore, the assembly component also includes a bladder bag, which is used to hold flexible grouting material. The prefabricated bottom bin is abutted against the inner bottom wall of the shield tunnel through the bladder bag after grouting; the bladder bag is equivalent to a second spring unit, and a simulation calculation is performed on the bladder bag to obtain the stiffness of the springs in all directions in the second spring unit.

[0014] Furthermore, the step of applying a second preset condition to the second finite element model includes: applying a first force at the center of gravity of the second finite element model, wherein the first force is the gravity of the assembly component; after the first force is applied, applying a displacement load at the elastic unit of the second finite element model, and the displacement load is equal to the magnitude and direction of the load point displacement; after the displacement load is applied, applying a second force to the second finite element model, wherein the second force is the inertia force of the assembly component, the direction of the second force is the tangential direction, and the magnitude of the second force is the product of the site surface acceleration and the mass of the assembly component.

[0015] According to another aspect of the present invention, a simulation device for internal assembly components of a shield tunnel is provided, comprising: a construction module, the construction module is used to establish a first finite element model of a site soil layer-shield tunnel and a second finite element model of an assembly component; a first calculation module, the first calculation module is used to apply a first preset condition to the first finite element model so that the first finite element model simulates an earthquake condition and generates simulation data, wherein the simulation data at least includes the displacement of the shield tunnel and the site surface acceleration; a second calculation module, the second calculation module is used to determine a second preset condition of the second finite element model based on the simulation data; a third calculation module, the third calculation module is used to apply a second preset condition to the second finite element model so that the second finite element model simulates an earthquake condition and generates the displacement of the assembly component, wherein the second preset condition at least includes the gravity of the assembly component, the inertia force of the assembly component and the displacement of the shield tunnel.

[0016] By applying the technical solution of the present invention, a first finite element model of the soil layer-shield tunnel and a second finite element model of the assembly component are established. The first finite element model simulates the earthquake condition to obtain the displacement of the shield tunnel and the site surface acceleration under the earthquake condition. The assembly component is connected to the shield tunnel. Under the earthquake condition, the displacement of the shield tunnel and the site surface acceleration will directly act on the assembly component. Therefore, the second preset condition of the two finite element models is determined according to the displacement of the shield tunnel and the site surface acceleration, so that the second finite element model simulates the earthquake condition to obtain the displacement of the assembly component under the earthquake condition. The above-mentioned earthquake response simulation method of the assembly component simulates and analyzes the soil layer-shield tunnel and the assembly component respectively. According to the connection relationship between the shield tunnel and the assembly component, the earthquake response result of the shield tunnel acts on the assembly component, and the self-structure of the assembly component is fully considered, so that the earthquake response result of the assembly component is more real and reliable, and the earthquake response of the assembly component in the shield tunnel can be accurately known. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] The drawings constituting a part of the present application are used to provide a further understanding of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the drawings:

[0018] Figure 1 A schematic structural diagram of an embodiment of an assembly component according to the present invention is shown;

[0019] Figure 2 A schematic diagram showing the abutment relationship between the bag and the shield tunnel in the present invention is shown;

[0020] Figure 3 A schematic structural diagram of an embodiment of a clamp according to the present invention is shown;

[0021] Figure 4A flow chart of a method for simulating seismic response of an assembly component in the present invention is shown;

[0022] Figure 5 A schematic structural diagram of an embodiment of a first finite element model according to the present invention is shown;

[0023] Figure 6 A schematic structural diagram of an embodiment of a second finite element model according to the present invention is shown;

[0024] Figure 7 A schematic diagram of a simulation device for assembling components in the present invention is shown.

[0025] The above drawings include the following reference numerals:

[0026] 1. Prefabricated bottom silo;

[0027] 11. First connection surface; 12. Second connection surface;

[0028] 2. Capsule;

[0029] 21. Flexible grouting material;

[0030] 3. Prefabricated partition wall;

[0031] 4. Fixture;

[0032] 41. connecting plate; 42. fastening member; 43. clamping space;

[0033] 5. Shield tunnel;

[0034] 51. Shield segment;

[0035] 6. The first boundary. DETAILED DESCRIPTION

[0036] It should be noted that, in the absence of conflict, the embodiments and features in the embodiments of the present application can be combined with each other. The present invention will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0037] It should be noted that the terms used herein are only for describing specific embodiments and are not intended to limit the exemplary embodiments according to the present application. As used herein, unless the context clearly indicates otherwise, the singular form is also intended to include the plural form. In addition, it should be understood that when the terms "comprise" and / or "include" are used in this specification, it indicates the presence of features, steps, operations, devices, components and / or combinations thereof.

[0038] It should be noted that the terms "first", "second", etc. in the specification and claims of the present application and the above-mentioned drawings are used to distinguish similar objects, and are not necessarily used to describe a specific order or sequence. It should be understood that the terms used in this way can be interchangeable where appropriate, so that the embodiments of the present application described herein can be implemented in an order other than those illustrated or described herein, for example. In addition, the terms "including" and "having" and any of their variations are intended to cover non-exclusive inclusions, for example, a process, method, system, product or device that includes a series of steps or units is not necessarily limited to those steps or units that are clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or devices.

[0039] Now, exemplary embodiments according to the present application will be described in more detail with reference to the accompanying drawings. However, these exemplary embodiments may be implemented in a variety of different forms and should not be construed as being limited to the embodiments described herein. It should be understood that these embodiments are provided to make the disclosure of the present application thorough and complete, and to fully convey the concepts of these exemplary embodiments to those of ordinary skill in the art. In the accompanying drawings, for the sake of clarity, the thickness of the layers and regions may be enlarged, and the same reference numerals are used to represent the same devices, and thus their descriptions will be omitted.

[0040] Example 1

[0041] Combination Figures 1 to 3 As shown, according to a specific embodiment of the present application, an assembly component inside a shield tunnel is provided.

[0042] Specifically, the assembly components include: a prefabricated bottom bin 1, a bag 2, a prefabricated middle partition wall 3 and a clamp 4.

[0043] The prefabricated bottom bin 1 has a first connecting surface 11 and a second connecting surface 12 , wherein the first connecting surface 11 is the arc-shaped bottom surface of the prefabricated bottom bin 1 , and the second connecting surface 12 is the top surface of the prefabricated bottom bin 1 .

[0044] like Figure 1 , Figure 2 As shown, the first connecting surface 11 is provided with a first groove, and the bag 2 is connected to the inner wall of the first groove. The bag 2 is used to contain the flexible grouting material 21. After grouting, part of the bag 2 extends out of the first groove and abuts against the inner wall of the shield tunnel 5, that is, the height of the bag 2 after grouting is greater than the depth of the first groove, so that the first connecting surface 11 and the inner wall of the shield tunnel 5 have a preset gap, the elastic modulus of the flexible grouting material 21 after hardening is E1, and the elastic modulus of the prefabricated bottom bin 1 is E2, and E1≤E2.

[0045] It is understandable that the prefabricated bottom silo 1 is a reinforced concrete prefabricated component, which can be an integral prefabricated component or assembled from multiple prefabricated components. The bladder bag 2 is a lightweight thin-walled bladder, which is used together with the flexible grouting material 21. The bladder bag 2 after grouting is sealed and leak-proof, and can withstand strong grouting pressure. During grouting, the flexible grouting material 21 is a fluid. After standing for a certain period of time, the flexible grouting material 21 gradually hardens and does not shrink after hardening. The hardened flexible grouting material 21 is in the shape of dots or strips. Among them, the flexible grouting material 21 can be materials such as rubber concrete or modified polymers.

[0046] It should be noted that if Figure 2 As shown, the inner wall of the shield tunnel 5 is formed by splicing a plurality of shield segments 51, and there is a splicing misalignment between adjacent shield segments 51, that is, there is a position difference between the shield segments 51. During grouting, the flexible grouting material 21 is a fluid, and the liquid flexible grouting material 21 can adapt to the splicing misalignment and compensate for the position difference so that the bag 2 and the segment are seamlessly connected.

[0047] It should be further explained that, after grouting, part of the bag 2 abuts against the inner wall of the shield tunnel 5, that is, the prefabricated bottom bin 1 is in flexible contact with the inner wall of the shield tunnel 5 through multiple equivalent points or multiple equivalent lines, and a deformation space is formed between adjacent equivalent points. The elastic modulus of the flexible grouting material 21 after hardening is less than or equal to the elastic modulus of the prefabricated bottom bin 1. Under the action of an earthquake, the flexible grouting material 21 in the bag 2 deforms before the prefabricated bottom bin 1 to absorb part of the seismic deformation, thereby reducing the seismic deformation transmitted to the prefabricated bottom bin 1. The assembly components have the ability to absorb seismic deformation, which reduces the influence of the constraints of the shield tunnel 5 on the seismic response of the above-mentioned assembly components, thereby improving the seismic resistance of the assembly components.

[0048] like Figure 1 As shown, the second connecting surface 12 is provided with a second groove, and the second groove is extended along the length direction of the prefabricated bottom bin 1. The first end of the prefabricated middle partition wall 3 is detachably plugged into the second groove, and the second end of the prefabricated middle partition wall 3 is connected to the top of the shield tunnel 5 through the clamp 4.

[0049] like Figure 3 As shown, the clamp 4 has two connecting plates 41 and two fastening members 42. The connecting plates 41 are L-shaped plates. The two connecting plates 41 are connected to the top wall of the shield tunnel 5. The two connecting plates 41 are arranged at intervals. The two connecting plates 41 and the top wall of the shield tunnel 5 together enclose a clamping space 43. The clamping space 43 extends along the length direction of the prefabricated bottom bin 1. The clamping space 43 is used to accommodate the second end of the prefabricated middle partition wall 3. The fastening member 42 has a locking position extending into the clamping space 43 to abut against the side wall of the prefabricated middle partition wall 3, and has an unlocking position located outside the clamping space 43 to disengage from the side wall of the prefabricated middle partition wall 3.

[0050] It should be noted that there is a gap between the second end of the prefabricated middle partition wall 3 and the top wall of the shield tunnel 5, and the second groove and the clamp 4 abut and limit the prefabricated middle partition wall 3 to the left and right, and the prefabricated middle partition wall 3 is not subjected to force in the length direction and height direction of the prefabricated bottom bin 1. Under the action of an earthquake, the seismic deformation of the shield tunnel 5 is transmitted to the prefabricated middle partition wall 3 through the abutment, and the prefabricated middle partition wall 3 generates a bending deformation. Since there is a gap between the prefabricated middle partition wall 3 and the top wall of the clamping space 43, a certain relative movement can be generated between the prefabricated middle partition wall 3 and the shield tunnel 5, which releases the bending internal force of the prefabricated middle partition wall 3 to a certain extent.

[0051] Example 2

[0052] Combination Figures 4 to 6 As shown, according to a specific embodiment of the present application, a method for simulating seismic responses of internal assembly components of a shield tunnel is provided.

[0053] like Figure 4 As shown in FIG. 1 , the seismic response simulation method of the internal assembly components of a shield tunnel includes the following steps:

[0054] Step S1: Establish a first finite element model of the site soil layer-shield tunnel and a second finite element model of the assembly components.

[0055] Specifically, the first finite element model is fitted by the finite element model of the site soil layer and the finite element model of the shield tunnel. Among them, the shield tunnel is composed of multiple shield segments. If the connection of each shield segment is considered during calculation, the time cost of modeling and calculation will be greatly increased. Since the seismic response of the underground structure mainly depends on the relative stiffness of the soil layer and the structure, a homogeneous tunnel structure with reduced stiffness is used to approximate the shield tunnel in this application, that is, the finite element model of the shield tunnel is constructed in a stiffness-reduced manner.

[0056] Step S2: applying a first preset condition to the first finite element model so that the first finite element model simulates an earthquake condition and generates simulation data, wherein the simulation data at least includes the displacement of the shield tunnel and the surface acceleration of the site.

[0057] Specifically, appropriate artificial boundary conditions and seismic motion input methods are used to carry out a time-history analysis of the seismic response of the first finite element model of the site soil layer-shield tunnel under zero-gravity conditions to extract the displacements at the peak relative displacement moments of the top and bottom ends of the shield tunnel structure, as well as the site surface acceleration A at the same time.

[0058] Step S3: Determine a second preset condition of the second finite element model according to the simulation data.

[0059] Step S4: applying a second preset condition to the second finite element model so that the second finite element model simulates the earthquake condition and generates the displacement of the assembly component, wherein the second preset condition at least includes the gravity of the assembly component, the inertia force of the assembly component and the displacement of the shield tunnel.

[0060] In the embodiment of the present application, the first finite element model simulates the earthquake condition to obtain the displacement of the shield tunnel and the ground acceleration of the site under the earthquake condition. The assembly component is connected to the shield tunnel. Under the earthquake condition, the displacement of the shield tunnel and the ground acceleration of the site will directly act on the assembly component. Therefore, the second preset condition of the second finite element model is determined according to the displacement of the shield tunnel and the ground acceleration of the site, so that the second finite element model simulates the earthquake condition to obtain the displacement of the assembly component under the earthquake condition. The above-mentioned earthquake response simulation method of the assembly component simulates and analyzes the soil layer-shield tunnel and the assembly component separately, and according to the connection relationship between the shield tunnel and the assembly component, the earthquake response result of the shield tunnel acts on the assembly component, which fully considers the structure of the assembly component itself, so that the earthquake response result of the assembly component is more real and reliable, and the earthquake response of the assembly component in the shield tunnel can be accurately known.

[0061] Furthermore, applying a first preset condition to the first finite element model in step S2 includes the following specific steps:

[0062] Step S21: setting the calculation parameters of the site soil layer in the first finite element model, the calculation parameters of the site soil layer at least include: elastic modulus of the soil layer, shear modulus of the soil layer and damping ratio of the soil layer.

[0063] Specifically, software such as Shake Shake Shake, EERA or Deepsoil Deepsoil DeepsoilDeepsoil is used to perform one-dimensional site seismic response analysis on the first finite element model to obtain the site soil layer calculation parameters. Before the calculation, the geometric parameters, gravity, shear wave velocity, seismic time history of the site strata, and the relationship curves between the dynamic shear modulus ratio and dynamic damping ratio of different soil layer materials and shear strain are input. During the calculation, the current dynamic shear modulus and dynamic damping ratio are used to carry out time history analysis to obtain the peak shear strain of the soil layer, and the dynamic shear modulus and damping ratio are updated by the iteration method accordingly. When the dynamic shear modulus and damping ratio of the soil layer are less than the set error range, the calculation converges, and the converged soil layer parameters are used to perform an elastic seismic time history analysis of the site, wherein the converged soil layer parameters are the site soil layer calculation parameters.

[0064] Step S22: setting the boundary of the first finite element model, wherein the boundary includes a first boundary close to the bottom end of the shield tunnel.

[0065] It should be noted that the actual site is a semi-infinite space, and the seismic waves will propagate far into the earth. However, in numerical calculations, it is difficult to simulate the semi-infinite space of the site. It is often necessary to simulate the semi-infinite site in a limited geometric space. However, when the seismic waves are transmitted to the boundary of the model, reflection will occur, which does not exist in reality. Therefore, it is necessary to set a reasonable artificial boundary in the model to absorb this part of the reflection. Artificial boundary processing methods such as viscoelastic boundaries can be used.

[0066] Step S23: Figure 3 As shown, an earthquake load is applied at the first boundary 6 .

[0067] Further, in step S3, according to the simulation data, determining the second preset condition of the second finite element model includes: calculating the inertia force of the assembly component according to the site surface acceleration and the mass of the assembly component. Specifically, the inertia force of the assembly component is the product of the site surface acceleration and the mass of the assembly component.

[0068] Furthermore, load points are marked on the first finite element model, where the load points are connection points between the shield tunnel and the assembly components, and a local coordinate system of the load points is established to extract the displacement of the load points from the displacement of the shield tunnel.

[0069] Combination Figures 1 to 3 The assembly shown in FIG. 1 is in direct contact with the shield tunnel. The seismic response of the shield tunnel can be directly transmitted to the assembly. There are 6 contact points (P1 to P6) between the assembly and the shield tunnel. Figure 5 , Figure 6 As shown. Using appropriate artificial boundary conditions and seismic motion input methods, the seismic response time history analysis of the first finite element model of the site soil layer-shield tunnel is carried out under zero-gravity conditions, and the displacements of the load points along the three coordinate axes of the local coordinate system at the peak relative displacement moments of the top and bottom ends of the shield tunnel structure, as well as the site surface acceleration A at the same time, are extracted. Specifically, the load of the assembly components includes two parts: the first part is the deformation load transmitted to the assembly components by the shield tunnel, and the displacements at points P1 to P6 at the moment when the peak deformation of the shield tunnel is generated are extracted as this part of the load, Figure 5 Taking point P1 in the figure as an example, the extracted displacement loads are d11 and d12, and their directions are radial and tangential, respectively, of the shield tunnel at point P1. The second part is the inertial effect caused by seismic acceleration. The acceleration response gradually decreases along the burial depth. At the same time, the acceleration of the ground surface is usually greater than the acceleration A at the position of the structure itself. The surface acceleration A at the moment when the peak relative displacement of the top and bottom ends of the shield tunnel is generated is extracted.

[0070] Furthermore, in step S1, establishing a second finite element model of the assembly component includes: equating the connection portion of the assembly component to a spring unit, the spring unit includes three unidirectional springs, the directions of the three unidirectional springs correspond one-to-one to the directions of the three coordinate axes of the local coordinate system, wherein the connection portion is used to connect to the shield tunnel.

[0071] Specifically, the assembly components include a prefabricated bottom bin 1, a prefabricated middle partition wall 3 and a clamp 4. The prefabricated middle partition wall 3 is connected to the top of the prefabricated bottom bin 1. The prefabricated middle partition wall 3 is connected to the inner top wall of the shield tunnel 5 through the clamp. The clamp 4 is used to limit the horizontal displacement of the prefabricated middle partition wall.

[0072] The clamp 4 is equivalent to the first spring unit (P6'), and the displacement loads of the first spring unit are d61, d62 and d63. The direction of d61 is the radial direction of the shield tunnel at point P6, the direction of d62 is the tangential direction of the shield tunnel at point P6, and the direction of d63 is the normal direction of the shield tunnel at point P6. The direction of d63 is perpendicular to the plane formed by d61 and d62. The clamp limits the horizontal displacement of the prefabricated middle partition wall, and the stiffness of the tangential spring in the first spring unit is infinite; the clamp has no restriction on the prefabricated middle partition wall in the length direction of the prefabricated bottom bin, and the stiffness of the normal spring in the first spring unit is 0; when the prefabricated middle partition wall moves downward, the stiffness of the vertical spring in the first spring unit is the stiffness of the concrete material of the shield tunnel; when the prefabricated middle partition wall moves upward, the stiffness of the vertical spring in the first spring unit is 0.

[0073] Furthermore, the assembly component also includes a bag 2, which is used to hold a flexible grouting material 21. The prefabricated bottom bin 1 is abutted against the inner bottom wall of the shield tunnel 5 through the bag 2 after grouting. The bag 2 is equivalent to a second spring unit, and a simulation calculation is performed on the bag 2 to obtain the stiffness of the springs in all directions in the second spring unit.

[0074] Specifically, Figure 6As shown, there are 5 second spring units, and the corresponding positions are P1', P2', P3', P4' and P5'. The stiffness of the bag after grouting is obtained by means of experiments or numerical simulations as the stiffness of the second spring unit. The stiffness of the second spring unit can be obtained by numerical methods such as finite element and finite interpolation, or by compression tests of hardened flexible grouting materials. Among them, the displacement loads of the second spring unit corresponding to P1' are d11, d12 and d13, the direction of d11 is the radial direction of the shield tunnel at point P1, the direction of d12 is the tangential direction of the shield tunnel at point P1, the direction of d13 is the normal direction of the shield tunnel at point P1, and the direction of d13 is perpendicular to the plane formed by d11 and d12. Among them, the displacement loads of the second spring unit corresponding to P2' are d21, d22 and d23, the direction of d21 is the radial direction of the shield tunnel at point P2, the direction of d22 is the tangential direction of the shield tunnel at point P2, the direction of d23 is the normal direction of the shield tunnel at point P2, and the direction of d23 is perpendicular to the plane formed by d21 and d22. Among them, the displacement loads of the second spring unit corresponding to P3' are d31, d32 and d33, the direction of d31 is the radial direction of the shield tunnel at point P3, the direction of d32 is the tangential direction of the shield tunnel at point P3, the direction of d33 is the normal direction of the shield tunnel at point P3, and the direction of d33 is perpendicular to the plane formed by d31 and d32. Among them, the displacement loads of the second spring unit corresponding to P4' are d41, d42 and d43, the direction of d41 is the radial direction of the shield tunnel at point P4, the direction of d42 is the tangential direction of the shield tunnel at point P4, the direction of d43 is the normal direction of the shield tunnel at point P4, and the direction of d43 is perpendicular to the plane formed by d41 and d42. Among them, the displacement loads of the second spring unit corresponding to P5' are d51, d52 and d53, the direction of d51 is the radial direction of the shield tunnel at point P5, the direction of d52 is the tangential direction of the shield tunnel at point P5, the direction of d53 is the normal direction of the shield tunnel at point P5, and the direction of d53 is perpendicular to the plane formed by d51 and d52.

[0075] Further, in step S4, the step of applying a second preset condition to the second finite element model includes:

[0076] Step S41: applying a first force at the center of gravity of the second finite element model, wherein the first force is the gravity of the assembly component.

[0077] Step S42: After the first force is applied, a displacement load is applied to the elastic unit of the second finite element model, and the displacement load is equal to the displacement of the load point in magnitude and direction.

[0078] Step S43: After the displacement load is applied, a second force is applied to the second finite element model, wherein the second force is the inertia force of the assembly component, the direction of the second force is the tangential direction, and the magnitude of the second force is the product of the site surface acceleration and the mass of the assembly component.

[0079] It should be noted that the prefabricated center partition wall must be installed after the shield tunnel is stable. Therefore, the prefabricated center partition wall is basically not subject to the static pressure transmitted by the shield tunnel. The static pressure it is subjected to is basically its own weight. Therefore, gravity can be applied to the model before calculation. On this basis, the displacement extracted from the first finite element model of the site soil layer-shield tunnel is loaded to the far end of the spring, and acceleration A is applied to the calculation model as the inertial force of the internal structure. However, if the applied displacement load is a time history, the inertial effect of the structure is automatically included in the time history analysis, and there is no need to apply additional inertial force to the assembly components.

[0080] Example 3

[0081] According to another specific embodiment of the present application, a simulation device for assembling components inside a shield tunnel is provided, such as Figure 7 As shown, it includes: a building module, a first computing module, a second computing module and a third computing module.

[0082] The construction module is used to establish a first finite element model of the site soil layer-shield tunnel and a second finite element model of the assembly components.

[0083] The first calculation module is used to apply a first preset condition to the first finite element model so that the first finite element model simulates an earthquake condition and generates simulation data, wherein the simulation data at least includes the displacement of the shield tunnel and the surface acceleration of the site.

[0084] The second calculation module is used to determine a second preset condition of the second finite element model according to the simulation data.

[0085] The third calculation module is used to apply a second preset condition to the second finite element model so that the second finite element model simulates the earthquake condition and generates the displacement of the assembly component, wherein the second preset condition at least includes the gravity of the assembly component, the inertia force of the assembly component and the displacement of the shield tunnel.

[0086] For ease of description, spatially relative terms such as "above", "above", "on the upper surface of", "above", etc. may be used here to describe the spatial positional relationship between a device or feature and other devices or features as shown in the figure. It should be understood that spatially relative terms are intended to include different orientations of the device in use or operation in addition to the orientation described in the figure. For example, if the device in the accompanying drawings is inverted, the device described as "above other devices or structures" or "above other devices or structures" will be positioned as "below other devices or structures" or "below other devices or structures". Thus, the exemplary term "above" can include both "above" and "below". The device can also be positioned in other different ways (rotated 90 degrees or in other orientations), and the spatially relative descriptions used here are interpreted accordingly.

[0087] In addition to the above, it should be noted that "one embodiment", "another embodiment", "embodiment", etc. mentioned in this specification refer to the specific features, structures or characteristics described in conjunction with the embodiment included in at least one embodiment generally described in this application. The same expression appearing in multiple places in the specification does not necessarily refer to the same embodiment. Further, when describing a specific feature, structure or characteristic in conjunction with any embodiment, it is claimed that the realization of such feature, structure or characteristic in conjunction with other embodiments also falls within the scope of the present invention.

[0088] In the above embodiments, the description of each embodiment has its own emphasis. For parts that are not described in detail in a certain embodiment, reference can be made to the relevant descriptions of other embodiments.

[0089] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A method for simulating the seismic response of an internal assembly of a shield tunnel, characterized in that: include: Establishing a first finite element model of the site soil layer-shield tunnel and a second finite element model of the assembly components; Applying a first preset condition to the first finite element model so that the first finite element model simulates an earthquake condition and generates simulation data, wherein the simulation data at least includes a displacement of the shield tunnel and a site surface acceleration; Determining a second preset condition of the second finite element model according to the simulation data; The second preset condition is applied to the second finite element model so that the second finite element model simulates the earthquake condition and generates the displacement of the assembly component, wherein the second preset condition at least includes the gravity of the assembly component, the inertia force of the assembly component and the displacement of the shield tunnel.

2. The method for simulating seismic response of internal assembly components of a shield tunnel according to claim 1, characterized in that: Applying a first preset condition to the first finite element model includes: Setting the site soil layer calculation parameters in the first finite element model, the site soil layer calculation parameters at least including: elastic modulus of the soil layer, shear modulus of the soil layer and damping ratio of the soil layer; Setting the boundary of the first finite element model, wherein the boundary includes a first boundary close to the bottom end of the shield tunnel; A seismic load is applied at the first boundary.

3. The method for simulating seismic response of internal assembly components of a shield tunnel according to claim 2, characterized in that: A one-dimensional site seismic response analysis is performed on the first finite element model to obtain calculation parameters of the site soil layer.

4. The method for simulating seismic response of internal assembly components of a shield tunnel according to claim 1, characterized in that: Determining a second preset condition of the second finite element model according to the simulation data includes: The inertia force of the assembly component is calculated according to the site surface acceleration and the mass of the assembly component.

5. The method for simulating seismic response of internal assembly components of a shield tunnel according to claim 1, characterized in that: The first finite element model is marked with a load point, which is the connection point between the shield tunnel and the assembly component. A local coordinate system of the load point is established, and the displacement of the load point is extracted from the displacement of the shield tunnel.

6. The method for simulating seismic response of internal assembly components of a shield tunnel according to claim 5, characterized in that: The second finite element model of the assembly component is established including: The connection part of the assembly component is equivalent to a spring unit, and the spring unit includes three one-way springs, and the directions of the three one-way springs correspond one-to-one to the directions of the three coordinate axes of the local coordinate system, wherein the connection part is used to connect with the shield tunnel.

7. The method for simulating seismic response of internal assembly components of a shield tunnel according to claim 6, characterized in that: The assembly assembly includes a prefabricated bottom bin, a prefabricated middle partition wall and a clamp, wherein the prefabricated middle partition is connected to the top end of the prefabricated bottom bin, and the prefabricated middle partition is connected to the inner top wall of the shield tunnel through the clamp, and the clamp is used to limit the horizontal displacement of the prefabricated middle partition wall; The clamp is equivalent to a first spring unit, the stiffness of the tangential spring in the first spring unit is infinite, and the stiffness of the normal spring in the first spring unit is 0; When the prefabricated middle partition wall moves downward, the stiffness of the vertical spring in the first spring unit is the stiffness of the concrete material of the shield tunnel; When the prefabricated central partition wall moves upward, the stiffness of the vertical spring in the first spring unit is 0.

8. The method for simulating seismic response of internal assembly components of a shield tunnel according to claim 7, characterized in that: The assembly component further includes a bladder bag, which is used to contain flexible grouting material, and the prefabricated bottom bin abuts against the inner bottom wall of the shield tunnel through the bladder bag after grouting; The bag is equivalent to a second spring unit, and simulation calculation is performed on the bag to obtain the stiffness of the springs in all directions in the second spring unit.

9. The method for simulating seismic response of internal assembly components of a shield tunnel according to claim 6, characterized in that: The step of applying a second preset condition to the second finite element model comprises: Applying a first force at the center of gravity of the second finite element model, wherein the first force is the gravity of the assembly component; After the first force is applied, a displacement load is applied to the elastic unit of the second finite element model, and the displacement load is equal to the displacement of the load point in magnitude and direction; After the displacement load is applied, a second force is applied to the second finite element model, wherein the second force is the inertia force of the assembly component, the direction of the second force is the tangential direction, and the magnitude of the second force is the product of the site surface acceleration and the mass of the assembly component.

10. A simulation device for assembling components inside a shield tunnel, characterized in that: include: A construction module, the construction module is used to establish a first finite element model of the site soil layer-shield tunnel and a second finite element model of the assembly component; A first calculation module, the first calculation module is used to apply a first preset condition to the first finite element model so that the first finite element model simulates an earthquake condition and generates simulation data, wherein the simulation data at least includes a displacement of the shield tunnel and a site surface acceleration; A second calculation module, the second calculation module is used to determine a second preset condition of the second finite element model according to the simulation data; A third calculation module, wherein the third calculation module is used to apply the second preset condition to the second finite element model so that the second finite element model simulates the earthquake condition and generates the displacement of the assembly component, wherein the second preset condition at least includes the gravity of the assembly component, the inertia force of the assembly component and the displacement of the shield tunnel.

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