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

Abstract

The application provides a method and device for simulating the earthquake response of an assembly component in a shield tunnel, which comprises: 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 make the first finite element model simulate an earthquake working condition and generate simulation data; determining a second preset condition of the second finite element model according to the simulation data; and applying the second preset condition to the second finite element model to make the second finite element model simulate the earthquake working condition and generate displacement of the assembly component. In the scheme, the soil layer-shield tunnel and the assembly component are simulated respectively, the earthquake response result of the shield tunnel is applied to the assembly component according to the connection relationship between the shield tunnel and the assembly component, the structure of the assembly component is considered, 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 obtained.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of prefabricated building structures, in particular to a shield tunnel internal assembly earthquake response simulation method and device. BACKGROUND

[0002] At present, the main structure of a shield tunnel can be fully prefabricated, and in the design process, the main structure of the shield tunnel is analyzed by using methods such as the response displacement method and the response acceleration method.

[0003] The earthquake response mechanism of underground structures is different from that of aboveground structures, and the earthquake response of aboveground structures mainly depends on the dynamic characteristics of the structure itself, while the dynamic characteristics of underground structures are suppressed, and the earthquake response mainly depends on the deformation of the surrounding soil. Only the main structure of the shield tunnel is analyzed, and the earthquake response of the fully prefabricated structure inside the shield tunnel cannot be accurately obtained. SUMMARY

[0004] The main purpose of the present application is to provide a shield tunnel internal assembly earthquake response simulation method and device to solve the technical problem of how to obtain the earthquake response of the fully prefabricated structure inside the shield tunnel.

[0005] In order to achieve the above-mentioned purpose, according to one aspect of the present application, a shield tunnel internal assembly earthquake response simulation method is provided, comprising: establishing a first finite element model of a site soil layer-shield tunnel and a second finite element model of an assembly component; applying a first preset condition to the first finite element model to simulate the earthquake working condition of the first finite element model and generate simulation data, wherein the simulation data at least includes the displacement of the shield tunnel and the site surface acceleration; determining the second preset condition of the second finite element model according to the simulation data; applying the second preset condition to the second finite element model to simulate the earthquake working condition of the second finite element model and generate 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] Further, the first preset condition applied 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: 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 the first boundary close to the bottom end of the shield tunnel; applying the earthquake load at the first boundary.

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

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

[0009] According to the ground surface acceleration and the mass of the assembly component, the inertial force of the assembly component is calculated.

[0010] Further, the first finite element model is marked with a load point, the load point being a connection point between the shield tunnel and the assembly component, and a local coordinate system of the load point is established, and a load point displacement is extracted from a displacement of the shield tunnel.

[0011] Further, the second finite element model of the assembly component comprises: equivalent connection parts of the assembly component to spring units, the spring units comprising three one-way springs, directions of the three one-way springs corresponding to directions of three coordinate axes of the local coordinate system one by one, wherein the connection parts are used for connecting with the shield tunnel.

[0012] Further, the assembly component comprises a prefabricated bottom chamber, a prefabricated middle partition wall and a clamp, the prefabricated middle partition wall being connected with a top end of the prefabricated bottom chamber, the prefabricated middle partition wall being connected with an inner top wall of the shield tunnel through the clamp, the clamp being used for limiting horizontal displacement of the prefabricated middle partition wall; the clamp is equivalent to a first spring unit, a tangential spring in the first spring unit having infinite stiffness, a normal spring in the first spring unit having a stiffness of 0; when the prefabricated middle partition wall moves downward, a vertical spring in the first spring unit has a stiffness of a stiffness of a concrete material of the shield tunnel; when the prefabricated middle partition wall moves upward, the vertical spring in the first spring unit has a stiffness of 0.

[0013] Further, the assembly component further comprises a bag, the bag being used for containing flexible grouting material, the prefabricated bottom chamber abutting against an inner bottom wall of the shield tunnel through the bag after grouting; the bag is equivalent to a second spring unit, and the bag is simulated to obtain stiffnesses of springs in the second spring unit.

[0014] Further, the step of applying the second preset condition to the second finite element model comprises: applying a first action force at a center of gravity of the second finite element model, wherein the first action force is a gravity of the assembly component; after the first action force is applied, applying a displacement load at an elastic unit of the second finite element model, the displacement load being equal to the load point displacement in size and direction; after the displacement load is applied, applying a second action force to the second finite element model, wherein the second action force is an inertial force of the assembly component, a direction of the second action force is a tangential direction, and a size of the second action force is a product of the ground surface acceleration and the mass of the assembly component.

[0015] According to another aspect of the present application, a simulation device for a shield tunnel interior assembly component is provided, comprising: a construction module, the construction module being configured to establish a first finite element model of a site soil layer-shield tunnel and a second finite element model of the assembly component; a first calculation module, the first calculation module being configured to apply a first preset condition to the first finite element model so that the first finite element model simulates a seismic working condition and generates simulation data, wherein the simulation data at least includes displacement of the shield tunnel and site ground surface acceleration; a second calculation module, the second calculation module being configured to determine a second preset condition of the second finite element model according to the simulation data; and a third calculation module, the third calculation module being configured to apply the second preset condition to the second finite element model so that the second finite element model simulates the seismic working condition and generates displacement of the assembly component, wherein the second preset condition at least includes gravity of the assembly component, inertial force of the assembly component and the displacement of the shield tunnel.

[0016] According to the technical scheme of the present application, the first finite element model of the site soil layer-shield tunnel and the second finite element model of the assembly component are established, the first finite element model simulates the seismic working condition, the displacement of the shield tunnel and the site ground surface acceleration under the seismic working condition are obtained, the assembly component is connected with the shield tunnel, under the seismic working condition, the displacement of the shield tunnel and the site ground surface acceleration 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 site ground surface acceleration, the second finite element model simulates the seismic working condition, and the displacement of the assembly component under the seismic working condition is obtained. The above seismic response simulation method of the assembly component respectively simulates and analyzes the site soil layer-shield tunnel and the assembly component, according to the connection relationship between the shield tunnel and the assembly component, the seismic response result of the shield tunnel is applied to the assembly component, the structure of the assembly component is fully considered, the seismic response result of the assembly component is more real and reliable, and the seismic response of the assembly component in the shield tunnel can be accurately obtained. BRIEF DESCRIPTION OF DRAWINGS

[0017] The accompanying drawings, which form a part of the present application, are used to provide further understanding of the present application, and serve as an appositive explanation of the illustrative embodiments of the present application, and do not constitute improper limitations to the present application. In the drawings:

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

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

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

[0021] Figure 4A flow chart of the simulation method of the seismic response of the assembled component in the present application is shown.

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

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

[0024] Figure 7 A simulation device schematic diagram of the assembled component in the present application is shown.

[0025] Among the above-mentioned drawings, the following reference signs are included:

[0026] 1, prefabricated bottom chamber;

[0027] 11, first connecting surface; 12, second connecting surface;

[0028] 2, bag;

[0029] 21, flexible grouting material;

[0030] 3, prefabricated intermediate wall;

[0031] 4, clamp;

[0032] 41, connecting plate; 42, abutting member; 43, clamping space;

[0033] 5, shield tunnel;

[0034] 51, shield segment;

[0035] 6, first boundary. DETAILED DESCRIPTION

[0036] It should be noted that the embodiments in the present application and the features in the embodiments can be combined with each other without conflict. The present application 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 the purpose of describing specific embodiments, and are not intended to limit the exemplary embodiments according to the present application. As used herein, the singular form is intended to include the plural form unless the context clearly indicates otherwise, and it should also be understood that when the terms "comprise" and / or "include" are used in the specification, there is a presence of a feature, step, operation, device, component and / or combination thereof.

[0038] It is to be understood that the terms "first", "second", and the like, used in the description and the claims of the present application as well as the above description of the drawings merely refer to categories and do not necessarily have to denote multiple, temporally consecutive or spatially consecutive, occurrences of an object. It is to be understood that the terms so used are interchangeable under appropriate circumstances and embodiments of the application described herein are capable of exercising processes or achieving results employing each of the described terms. Furthermore, the terms "comprise", "have" and any arbitrary grammatical variations thereof are used strictly in the sense of including, so that when these terms are used, elements other than the recited ones can also be present. Unless otherwise defined, all terms used in describing the application, including technical terms and scientific terms, have the same meaning as those generally understood by one of ordinary skill in the art to which the application pertains. Terms of relation, such as first, second, top, bottom, over, under, left, right, front, back, etc., are used only to distinguish one element from another, and do not necessarily have to denote specific sequences or relative positions unless otherwise defined. It is to be understood that these terms so used are interchangeable under appropriate circumstances and embodiments of the application described herein are capable of exercising processes or achieving results employing each of the described terms.

[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 can be implemented in various different forms, and should not be construed as being limited to only the embodiments set forth herein. It is understood that the embodiments are provided so as to make the present disclosure thorough and complete and to fully convey the concept of the exemplary embodiments to those skilled in the art, and the drawings attached hereto are possible to exaggerate the thickness of layers and regions for the sake of clarity, and the same reference numerals are used to denote the same elements, and thus a description thereof will be omitted.

[0040] Embodiment 1

[0041] In combination Figures 1 to 3 As shown, according to a specific embodiment of the present application, a shield tunnel interior assembly is provided.

[0042] Specifically, the assembly includes a prefabricated bottom bin 1, a bag 2, a prefabricated 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 an arc-shaped bottom surface of the prefabricated bottom bin 1, and the second connecting surface 12 is a top surface of the prefabricated bottom bin 1.

[0044] As shown in Figure 1 , Figure 2 The first connecting surface 11 is provided with a first groove, and the bag 2 is connected with the inner wall of the first groove. The bag 2 is used to hold the flexible grouting material 21. After grouting, part of the bag 2 extends to the outside 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 hardened flexible grouting material 21 is E1, and the elastic modulus of the prefabricated bottom bin 1 is E2, E1≤E2.

[0045] It can be understood that the prefabricated bottom bin 1 is a reinforced concrete prefabricated component, which can be an integral prefabricated component or assembled by multiple prefabricated components. The bag 2 is a light thin-walled capsule, and the bag 2 is used together with the flexible grouting material 21. After grouting, the bag 2 is sealed and does not leak grout, and can withstand relatively strong grouting pressure. During grouting, the flexible grouting material 21 is a fluid, and after a certain period of standing, the flexible grouting material 21 gradually hardens and does not shrink after hardening. The hardened flexible grouting material 21 is point-shaped or strip-shaped. The flexible grouting material 21 can be rubber concrete or modified polymer material.

[0046] It should be noted that, as shown in Figure 2 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 make up for the position difference, so that the bag 2 and the segment are seamlessly abutted.

[0047] It should be further noted that the part of the bag 2 after grouting 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 a plurality of equivalent points or a plurality of equivalent lines. The elastic modulus of the hardened flexible grouting material 21 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 has the ability to absorb seismic deformation, that is, the influence of the constraint of the shield tunnel 5 on the seismic response of the above assembly is reduced, and the seismic resistance of the assembly is improved.

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

[0049] As shown in Figure 3 The clamp 4 has two connecting plates 41 and two abutting pieces 42. The connecting plate 41 is an L-shaped plate, and 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, and the two connecting plates 41 and the top wall of the shield tunnel 5 together form a clamping space 43. The clamping space 43 is arranged along the length direction of the prefabricated bottom bin 1 and is used to accommodate the second end of the prefabricated partition wall 3. The abutting piece 42 has a locking position extending into the clamping space 43 to abut against the side wall of the prefabricated partition wall 3, and has an unlocking position located outside the clamping space 43 to be separated from the side wall of the prefabricated partition wall 3.

[0050] It should be noted that there is a gap between the second end of the prefabricated 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 partition wall 3 from left to right, so that the prefabricated partition wall 3 is not stressed in the length direction and the 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 partition wall 3 through the abutting piece, and the prefabricated partition wall 3 produces bending deformation. Since there is a gap between the prefabricated partition wall 3 and the top wall of the clamping space 43, a certain relative movement can occur between the prefabricated partition wall 3 and the shield tunnel 5, to a certain extent, releasing the bending internal force of the prefabricated partition wall 3.

[0051] Embodiment 2

[0052] In combination Figures 4 to 6 As shown in the specific embodiments of the present application, a shield tunnel internal assembly component seismic response simulation method is provided.

[0053] As Figure 4 shown, the shield tunnel internal assembly component seismic response simulation method 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 component.

[0055] Specifically, the first finite element model is fitted from a finite element model of the site soil layer and a finite element model of the shield tunnel. The shield tunnel is composed of a plurality of shield segments. If the connection of each shield segment is considered during calculation, the time cost of modeling and calculation will be greatly increased. In addition, the seismic response of the underground structure mainly depends on the relative stiffness of the soil layer and the structure, so the homogeneous tunnel structure with stiffness reduction is used to approximate the shield tunnel in the present application, that is, the finite element model of the shield tunnel is constructed in a stiffness reduction manner.

[0056] Step S2: Apply a first preset condition to the first finite element model to simulate the earthquake working condition, and generate simulation data, wherein the simulation data at least includes the displacement of the shield tunnel and the ground surface acceleration.

[0057] Specifically, under the condition of no gravity, the time history analysis of the seismic response of the first finite element model of the site soil layer-shield tunnel is carried out by using appropriate artificial boundary conditions and seismic input methods, to extract the displacement of the peak relative displacement time of the top and bottom ends of the shield tunnel structure, and the ground surface acceleration A at the same time.

[0058] Step S3: According to the simulation data, determine the second preset condition of the second finite element model.

[0059] Step S4: applying a second preset condition to the second finite element model to make the second finite element model simulate the earthquake working condition, and to generate 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 working condition, and obtains the displacement of the shield tunnel and the ground surface acceleration in the earthquake working condition. The assembly component is connected with the shield tunnel. In the earthquake working condition, the displacement of the shield tunnel and the ground surface acceleration 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 surface acceleration, so as to make the second finite element model simulate the earthquake working condition and obtain the displacement of the assembly component in the earthquake working condition. The above-mentioned earthquake response simulation method of the assembly component respectively simulates and analyzes the soil layer-shield tunnel and the assembly component. According to the connection relationship between the shield tunnel and the assembly component, the earthquake response result of the shield tunnel is applied to the assembly component. The 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 obtained.

[0061] Further, the step S2 of applying the first preset condition to the first finite element model includes the following specific steps.

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

[0063] Specifically, the software such as Shake Shake Shake, EERA, or Deepsoil Deepsoil Deepsoil Deepsoil is used to perform one-dimensional site seismic response analysis on the first finite element model, so as to obtain the site soil layer calculation parameters. Before calculation, the geometric parameters, specific gravity, shear wave velocity, seismic time history, and the variation relationship curves of the dynamic shear modulus ratio and the dynamic damping ratio of different soil layer materials with shear strain of the site stratum are input. During calculation, the current dynamic shear modulus and dynamic damping ratio are used to carry out time history analysis, the peak shear strain of the soil layer is obtained, and the iterative method is used to update the dynamic shear modulus and damping ratio. When the soil layer dynamic shear modulus and damping ratio are less than the set error range, the calculation converges, and the converged soil layer parameters are used to perform one-time 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 an infinite space, and the seismic wave will propagate to the far distance of the earth. In numerical calculation, it is difficult to simulate the semi-infinite space of the site in a limited geometric space, and the reflection will occur when the seismic wave transmits to the boundary of the model, which does not exist in practice. Therefore, a reasonable artificial boundary needs to be set in the model to absorb the reflection. The viscoelastic boundary and other artificial boundary treatment methods can be used.

[0066] Step S23: as shown in Figure 3 , the seismic load is applied at the first boundary 6.

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

[0068] Further, the first finite element model is marked with a load point, and the load point 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.

[0069] Combined with the assembly component shown in Figures 1 to 3 , the assembly component is in direct contact with the shield tunnel, and the seismic response of the shield tunnel can be directly transmitted to the assembly component. There are six contact points (P1-P6) between the assembly component and the shield tunnel, as shown in Figure 5 、 Figure 6 Under the condition of no gravity, the time history analysis of the seismic response of the first finite element model of the site soil layer-shield tunnel is carried out by using appropriate artificial boundary conditions and seismic input method, and the displacement of the load point along the three coordinate axes of the local coordinate system at the moment of the peak relative displacement of the top and bottom of the shield tunnel structure is extracted, as well as the ground surface acceleration A at the same moment. Specifically, the load of the assembly component includes two parts: the first part is the deformation load transmitted to the assembly component by the shield tunnel, and the displacement of P1-P6 points at the moment of peak deformation of the shield tunnel is extracted as this part of the load. Taking P1 point in Figure 5 as an example, the extracted displacement load is d11 and d12, and the directions are the radial and tangential directions of the shield tunnel at P1 point; the second part is the inertial effect generated by the seismic acceleration. The acceleration response gradually decreases along the buried depth, and the acceleration of the ground surface at the same moment is usually greater than the acceleration A of the structure itself. The ground surface acceleration A at the moment of the peak relative displacement of the top and bottom of the shield tunnel is extracted.

[0070] Further, in step S1, the establishing the second finite element model of the assembly component comprises: equivalent the connecting part of the assembly component to a spring unit, the spring unit comprises three one-way springs, the directions of the three one-way springs correspond to the directions of the three coordinate axes of the local coordinate system one by one, wherein the connecting part is used for connecting with the shield tunnel.

[0071] Specifically, the assembly component comprises a prefabricated bottom bin 1, a prefabricated middle partition wall 3 and a clamp 4, the prefabricated middle partition wall 3 is connected with the top end of the prefabricated bottom bin 1, the prefabricated middle partition wall 3 is connected with the inner top wall of the shield tunnel 5 through the clamp, and the clamp 4 is used for limiting the horizontal displacement of the prefabricated middle partition wall.

[0072] The clamp 4 is equivalent to a first spring unit (P6'), the displacement load of the first spring unit is d61, d62 and d63, the direction of d61 is the radial direction of the shield tunnel at the P6 point, the direction of d62 is the tangential direction of the shield tunnel at the P6 point, the direction of d63 is the normal direction of the shield tunnel at the P6 point, and 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, the stiffness of the tangential spring in the first spring unit is infinite; the clamp has no limitation on the prefabricated middle partition wall in the length direction of the prefabricated bottom bin, 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] Further, the assembly component further comprises a bag 2, the bag 2 is used for containing flexible grouting material 21, the prefabricated bottom bin 1 abuts 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 the bag 2 is simulated and calculated to obtain the stiffness of the springs in each direction of the second spring unit.

[0074] Specifically, as shown in FIG. 4, the bag 2 is equivalent to a second spring unit (P7'), the displacement load of the second spring unit is d71, d72 and d73, the direction of d71 is the radial direction of the shield tunnel at the P7 point, the direction of d72 is the tangential direction of the shield tunnel at the P7 point, and the direction of d73 is the normal direction of the shield tunnel at the P7 point. Figure 6As shown, the second spring unit has a total of 5, and the corresponding positions are P1', P2', P3', P4' and P5'. The stiffness of the grouting bag after grouting is obtained by test or numerical simulation, 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, finite interpolation, or compression test of the hardened flexible grouting material. Among them, the displacement load of the second spring unit corresponding to P1' is d11, d12 and d13, the direction of d11 is the radial direction of the shield tunnel at P1 point, the direction of d12 is the tangential direction of the shield tunnel at P1 point, and the direction of d13 is the normal direction of the shield tunnel at P1 point, and the direction of d13 is perpendicular to the plane formed by d11 and d12. Among them, the displacement load of the second spring unit corresponding to P2' is d21, d22 and d23, the direction of d21 is the radial direction of the shield tunnel at P2 point, the direction of d22 is the tangential direction of the shield tunnel at P2 point, and the direction of d23 is the normal direction of the shield tunnel at P2 point, and the direction of d23 is perpendicular to the plane formed by d21 and d22. Among them, the displacement load of the second spring unit corresponding to P3' is d31, d32 and d33, the direction of d31 is the radial direction of the shield tunnel at P3 point, the direction of d32 is the tangential direction of the shield tunnel at P3 point, and the direction of d33 is the normal direction of the shield tunnel at P3 point, and the direction of d33 is perpendicular to the plane formed by d31 and d32. Among them, the displacement load of the second spring unit corresponding to P4' is d41, d42 and d43, the direction of d41 is the radial direction of the shield tunnel at P4 point, the direction of d42 is the tangential direction of the shield tunnel at P4 point, and the direction of d43 is the normal direction of the shield tunnel at P4 point, and the direction of d43 is perpendicular to the plane formed by d41 and d42. Among them, the displacement load of the second spring unit corresponding to P5' is d51, d52 and d53, the direction of d51 is the radial direction of the shield tunnel at P5 point, the direction of d52 is the tangential direction of the shield tunnel at P5 point, and the direction of d53 is the normal direction of the shield tunnel at P5 point, and the direction of d53 is perpendicular to the plane formed by d51 and d52.

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

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

[0077] Step S42: after the first action force is applied, a displacement load is applied to the elastic unit of the second finite element model, and the size and direction of the displacement load are equal to those of the load point displacement.

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

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

[0080] Embodiment 3

[0081] According to another specific embodiment of the present application, a simulation device for a shield tunnel internal assembly component is provided, as shown in Figure 7 The simulation device comprises a construction module, a first calculation module, a second calculation module and a third calculation module.

[0082] The construction module is configured to establish a first finite element model of a site soil-shield tunnel and a second finite element model of an assembly component.

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

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

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

[0086] For purposes of the description hereinafter, the terms "upper", "lower", "right", "left", "rear", "front", "vertical", "horizontal", and derivatives thereof (e.g., "vertical ly", "horizontal ly", etc.) can refer to the relative positions of an apparatus or feature as shown in the drawings, and shall not be construed as limiting the present application to any particular spatial orientation. Furthermore, the terms "first", "second", third", etc. merely identify one of a number of similar features or steps in an embodiment, and are not intended to denote a spatial or chronological priority of such features or steps to one another. The terms "comprise", "comprising", "include", "including", and the like, as used herein, are specifically intended to be construed as open-ended terms (i.e., the terms do not exclude the presence of other elements or steps). It is specifically intended that any total number or range of steps or components to be

[0087] In addition, it should be understood that any numerical range recited herein includes all values from the lower and upper limits of that range. In addition, it should be understood that all ranges recited herein are open-ended ranges unless the terms "comprises," "comprising," "only," or some other similar language is specifically used to denote the endment of that range. It should be understood that any numerical range recited herein includes all values from the lower and upper limits of that range. In addition, it should be understood that all ranges recited herein are open-ended ranges unless the terms "comprises," "comprising," "only," or some other similar language is specifically used to denote the endment of that range. It should be understood that any numerical range recited herein includes all values from the lower and upper limits of that range. In addition, it should be understood that all ranges recited herein are open-ended ranges unless the terms "comprises," "comprising," "only," or some other similar language is specifically used to denote the endment of that range.

[0088] In the above embodiments, the description of each embodiment is focused on a certain aspect, and the part not described in detail in a certain embodiment can be referred to the relevant description of other embodiments.

[0089] The preferred embodiments of the application are described above in detail. The application is not limited to the embodiments described herein but can vary within the scope of the application. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the application shall be included in the scope of the protection of the application.

Claims

1. A method for simulating the seismic response of a shield tunnel interior assembly, characterized in that, The 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 an assembly component; applying a first preset condition to the first finite element model to make the first finite element model simulate a seismic working condition and generate simulation data, wherein the simulation data at least includes displacement of the shield tunnel and site ground surface acceleration; determining a second preset condition of the second finite element model according to the simulation data; applying the second preset condition to the second finite element model to make the second finite element model simulate a seismic working condition and generate displacement of the assembly component, wherein the second preset condition at least includes gravity of the assembly component, inertial force of the assembly component and displacement of the shield tunnel; the assembly component comprises a prefabricated bottom chamber, a prefabricated middle partition wall and a clamp, the prefabricated middle partition wall is connected with a top end of the prefabricated bottom chamber, the prefabricated middle partition wall is connected with an inner top wall of the shield tunnel through the clamp, and the clamp is used to limit horizontal displacement of the prefabricated middle partition wall; the clamp is equivalent to a first spring unit, tangential springs in the first spring unit have infinite stiffness, and normal springs in the first spring unit have 0 stiffness; when the prefabricated middle partition wall moves downward, vertical springs in the first spring unit have stiffness of a shield tunnel concrete material; when the prefabricated middle partition wall moves upward, the vertical springs in the first spring unit have 0 stiffness.

2. The method of claim 1, wherein, applying the first preset condition to the first finite element model comprises: setting calculation parameters of the site soil layer in the first finite element model, wherein 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; setting a boundary of the first finite element model, wherein the boundary comprises a first boundary close to a bottom end of the shield tunnel; applying a seismic load at the first boundary.

3. The method of claim 2, wherein, performing one-dimensional site seismic response analysis on the first finite element model to obtain the calculation parameters of the site soil layer.

4. The method of claim 1, wherein, determining the second preset condition of the second finite element model according to the simulation data comprises: calculating inertial force of the assembly component according to the site ground surface acceleration and mass of the assembly component.

5. The method of claim 1, wherein, a load point is marked on the first finite element model, the load point is a connection point of the shield tunnel and the assembly component, a local coordinate system of the load point is established, and load point displacement is extracted from displacement of the shield tunnel.

6. The method of simulating the seismic response of a shield tunnel interior fitment assembly according to claim 5, wherein, establishing the second finite element model of the assembly component comprises: equivalent the connection part of the assembly component to a spring unit, the spring unit comprises three one-way springs, directions of the three one-way springs correspond to directions of three coordinate axes of the local coordinate system one by one, and the connection part is used to connect with the shield tunnel.

7. The method of simulating the seismic response of a shield tunnel interior fitment assembly according to claim 6, wherein, the assembly component further comprises a bag, the bag is used to contain flexible grouting material, the prefabricated bottom chamber abuts against an inner bottom wall of the shield tunnel through the bag after grouting, and the bag is equivalent to a second spring unit, simulation calculation is performed on the bag to obtain stiffness of each direction spring in the second spring unit.

8. The method of claim 6, wherein, The step of applying a second preset condition to the second finite element model comprises: applying a first action force at the center of gravity of the second finite element model, wherein the first action force is the gravity of the assembly component; after the first action force is applied, applying a displacement load at the elastic unit of the second finite element model, the displacement load being equal to the size and direction of the displacement of the load point; after the displacement load is applied, applying a second action force to the second finite element model, wherein the second action force is the inertial force of the assembly component, the direction of the second action force is the tangential direction, and the size of the second action force is the product of the site surface acceleration and the mass of the assembly component.

9. A simulation device for shield tunnel interior assembly components, characterized in that, comprise: a construction module for establishing 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 for applying a first preset condition to the first finite element model to simulate a seismic working condition and generate simulation data, wherein the simulation data at least includes the displacement of the shield tunnel and the site surface acceleration; a second calculation module for determining a second preset condition of the second finite element model according to the simulation data; a third calculation module for applying the second preset condition to the second finite element model to simulate a seismic working condition and generate the displacement of the assembly component, wherein the second preset condition at least includes the gravity of the assembly component, the inertial force of the assembly component, and the displacement of the shield tunnel; the assembly component comprises a prefabricated bottom chamber, a prefabricated middle partition wall, and a clamp, the prefabricated middle partition wall is connected with the top end of the prefabricated bottom chamber, the prefabricated middle partition wall is connected with 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 tangential spring in the first spring unit has infinite stiffness, and the normal spring in the first spring unit has 0 stiffness; when the prefabricated middle partition wall moves downward, the vertical spring in the first spring unit has the stiffness of the shield tunnel concrete material; when the prefabricated middle partition wall moves upward, the vertical spring in the first spring unit has 0 stiffness.

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