Prediction Method, System, Equipment and Medium for Crown Settlement of Prefabricated Station Structure

Abstract

The present invention provides a method, system, device and medium for predicting the vault settlement of an assembled station structure. By constructing a prediction and analysis model for vault settlement according to the symmetrical structure and load distribution of the assembled station, an external force analysis is performed on the segment ring cross-section to obtain a mathematical model for joint bending moment and a mathematical model for joint axial force, and an internal force analysis is performed on the segment ring cross-section to obtain a mathematical model for joint stiffness. Then, according to the mathematical model for joint bending moment, the mathematical model for joint axial force and the mathematical model for joint stiffness, an iterative mathematical model for joint stiffness is obtained. Based on the obtained parameter information of the segment ring cross-section, the iterative mathematical model for joint stiffness is solved to obtain the joint stiffness value, and the predicted value of the vault settlement of the assembled station is calculated by combining the unit load method. The technical solution can simply, efficiently, reasonably and reliably predict the vault settlement of the assembled station, effectively prevent construction risks, and provide a reliable guarantee for the safety risk assessment of the segment structure of the subway assembled station.

Description

Technical Field

[0001] The present invention relates to the technical field of prefabricated station construction, and particularly to a method, system, computer device, and storage medium for predicting the vault settlement of a prefabricated station structure based on the difference in joint stiffness. Background Art

[0002] A subway prefabricated station is a new type of prefabricated building that concentrates the steel bars and concrete constructed by traditional construction methods into precast components through streamlined production in a factory and finally assembles them into a whole at the construction site of the main structure at one time. The prefabricated building not only realizes the factory production of the building structure, but also has the advantages of high work efficiency, controllable quality, energy conservation and environmental protection compared with the traditional cast-in-place subway station structure. With the acceleration of the urbanization process in China, it has been more and more widely used in China.

[0003] However, as shown in Figure 1 a prefabricated station can be regarded as being assembled by multiple concrete segments, and the segments are pre-tightened and connected by bolts. Due to the existence of the joints between the segments, the stiffness distribution of the segment ring structure is uneven, and the joint stiffness K between the segments also becomes an important parameter affecting the design and safety assessment of the prefabricated structure. However, due to the particularity and complexity of the connection part of the prefabricated structure, there are few theoretical models for the circumferential calculation of prefabricated stations, and there is no effective method for predicting the vault settlement of prefabricated station structures considering the difference in joint stiffness. Summary of the Invention

[0004] The purpose of the present invention is to provide a method for predicting the vault settlement of a prefabricated station structure. By assuming that the segments of the prefabricated station bear the gravity and the foundation reaction force, the vault settlement value of the structure is predicted and calculated at the design stage of the prefabricated station segments, and it is compared and verified with the construction safety limit value, so as to simply, efficiently, reasonably and reliably determine whether there is construction risk, effectively prevent construction risk, and provide a reliable guarantee for the safety risk assessment of the prefabricated station segment structure of the subway.

[0005] In order to achieve the above purpose, it is necessary to provide a method, system, computer device, and storage medium for predicting the vault settlement of a prefabricated station structure in view of the above technical problems.

[0006] In the first aspect, an embodiment of the present invention provides a method for predicting the vault settlement of a prefabricated station structure, and the method includes the following steps:

[0007] According to the symmetric structure and load distribution of the prefabricated station, a prediction analysis model for vault settlement is constructed; the symmetric structure of the prefabricated station includes a vault block, a side wall block, a bottom plate block, a middle column, a middle plate block, a first joint located at the connection between the vault block and the side wall block, and a second joint located at the connection between the bottom plate block and the side wall block;

[0008] According to the vault settlement prediction and analysis model, perform an external force analysis on the segment ring cross-section to obtain a joint moment mathematical model and a joint axial force mathematical model; the segment ring cross-section includes a crown block cross-section, a side wall block cross-section, and a bottom plate cross-section;

[0009] According to the vault settlement prediction and analysis model, perform an internal force analysis on the segment ring cross-section to obtain a joint stiffness mathematical model;

[0010] According to the joint moment mathematical model, the joint axial force mathematical model, and the joint stiffness mathematical model, obtain a joint stiffness iterative mathematical model, and solve the joint stiffness iterative mathematical model according to the obtained segment ring cross-section parameter information to obtain a joint stiffness value; the segment ring cross-section parameter information includes cross-section external load parameters and cross-section dimension parameters;

[0011] According to the joint stiffness value, obtain the vault settlement prediction value of the precast station.

[0012] In a second aspect, an embodiment of the present invention provides a vault settlement prediction system for a precast station structure, and the system includes:

[0013] A model construction module, which constructs a vault settlement prediction and analysis model according to the symmetric structure and load distribution of the precast station; the symmetric structure of the precast station includes a crown block, a side wall block, a bottom plate, a middle column, a middle plate, a first joint at the connection between the crown block and the side wall block, and a second joint at the connection between the bottom plate and the side wall block;

[0014] An external force analysis module, which is used to perform an external force analysis on the segment ring cross-section according to the vault settlement prediction and analysis model to obtain a joint moment mathematical model and a joint axial force mathematical model; the segment ring cross-section includes a crown block cross-section, a side wall block cross-section, and a bottom plate cross-section;

[0015] An internal force analysis module, which is used to perform an internal force analysis on the segment ring cross-section according to the vault settlement prediction and analysis model to obtain a joint stiffness mathematical model;

[0016] An iterative checking module, which is used to obtain a joint stiffness iterative mathematical model according to the joint moment mathematical model, the joint axial force mathematical model, and the joint stiffness mathematical model, and solve the joint stiffness iterative mathematical model according to the obtained segment ring cross-section parameter information to obtain a joint stiffness value; the segment ring cross-section parameter information includes cross-section external load parameters and cross-section dimension parameters;

[0017] A settlement prediction module, which is used to obtain the vault settlement prediction value of the precast station according to the joint stiffness value.

[0018] In a third aspect, an embodiment of the present invention further provides a computer device, including a memory, a processor, and a computer program stored on the memory and executable on the processor. When the processor executes the computer program, the steps of the above method are implemented.

[0019] In a fourth aspect, an embodiment of the present invention further provides a computer-readable storage medium, on which a computer program is stored. When the computer program is executed by a processor, the steps of the above method are implemented.

[0020] The present application provides a method, a system, a computer device, and a storage medium for predicting the vault settlement of an assembled station structure. Through the method, a vault settlement prediction and analysis model is constructed based on the symmetric structure and load distribution of the assembled station, and a mathematical model of joint bending moment and a mathematical model of joint axial force are obtained by analyzing the external forces on the segment ring cross-section, and a mathematical model of joint stiffness is obtained by analyzing the internal forces on the segment ring cross-section. Then, according to the mathematical model of joint bending moment, the mathematical model of joint axial force, and the mathematical model of joint stiffness, an iterative mathematical model of joint stiffness is obtained, and according to the obtained segment ring cross-section parameter information, the iterative mathematical model of joint stiffness is solved to obtain the joint stiffness value, and the technical solution of calculating the predicted value of the vault settlement of the assembled station by combining the unit load method is obtained. Compared with the prior art, the method for predicting the vault settlement of the assembled station structure can predict and calculate the vault settlement value during the segment design stage of the assembled station, not only can simply, efficiently, reasonably, and reliably predict the vault settlement of the assembled station, effectively prevent construction risks, and provide a reliable guarantee for the safety risk assessment of the segment structure of the subway assembled station, but also is applicable to similar theoretical calculations of any symmetric load (such as water and soil pressure, side wall earth pressure, etc.), and has important popularization significance and engineering application value. Description of the Drawings

[0021] Figure 1 is a schematic diagram of the structure of an assembled station in an embodiment of the present invention;

[0022] Figure 2 is a schematic diagram of the application scenario of the method for predicting the vault settlement of the assembled station structure in an embodiment of the present invention;

[0023] Figure 3 is a schematic flowchart of the method for predicting the vault settlement of the assembled station structure in an embodiment of the present invention;

[0024] Figure 4 is a schematic diagram of the vault settlement prediction and analysis model in an embodiment of the present invention;

[0025] Figure 5 In and, a and b respectively represent schematic diagrams of analyzing the self-gravity action and the foundation reaction force action in an embodiment of the present invention;

[0026] Figure 6 In the figure, a and b respectively represent the force diagrams of the joint under negative bending moment and positive bending moment in the embodiments of the present invention;

[0027] Figure 7 It is the structural diagram of the unit load analysis in the embodiments of the present invention;

[0028] Figure 8 It is another process diagram of the method for predicting the vault settlement of the precast station structure in the embodiments of the present invention;

[0029] Figure 9 It is the structural diagram of the system for predicting the vault settlement of the precast station structure in the embodiments of the present invention;

[0030] Figure 10 It is the internal structure diagram of the computer device in the embodiments of the present invention. Specific embodiments

[0031] In order to make the objectives, technical solutions, and beneficial effects of the present application clearer and more understandable, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. Obviously, the following described embodiments are part of the embodiments of the present invention and are only used to illustrate the present invention, but not to limit the scope of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without making creative efforts belong to the scope of protection of the present invention.

[0032] The method for predicting the vault settlement of the precast station structure provided by the present invention can be applied to terminals or servers as shown in Figure 2 Among them, the terminal can be, but is not limited to, various personal computers, laptop computers, smart phones, tablet computers, and portable wearable devices. The server can be implemented by an independent server or a server cluster composed of multiple servers. Considering the important influence of the joint stiffness difference on the design and safety assessment of the precast structure, the present invention conducts the prediction analysis of the vault (roof slab) settlement of the precast station structure as shown in Figure 1 under the assumption that the segment ring bears the gravity and the foundation reaction force. For example, the server or terminal can collect the cross-sectional external load parameters and cross-sectional dimension parameters of the segment ring according to the method for predicting the vault settlement of the precast station structure of the present invention, and conduct the real-time vault settlement analysis of the actual precast station structure based on the structural mechanics theory to effectively evaluate the safety risks of the engineering construction; the following embodiments will describe in detail the method for predicting the vault settlement of the precast station structure of the present invention.

[0033] In one embodiment, as shown in Figure 3 a method for predicting the vault settlement of a precast station structure is provided, including the following steps:

[0034] S11. Based on the symmetrical structure and load distribution of the prefabricated station, construct a prediction and analysis model for vault settlement; the symmetrical structure of the prefabricated station includes a vault block, side wall blocks, bottom slab blocks, middle columns, middle blocks, a first joint at the connection between the vault block and the side wall blocks, and a second joint at the connection between the bottom slab blocks and the side wall blocks; this embodiment is based on Figure 1 the prefabricated station structure shown for analysis, where the vault block (fixed slab block), side wall blocks, and bottom slab blocks belong to the main load-bearing precast components, but the differences in the structural forms of the middle columns and middle blocks in different prefabricated structures do not affect the application of the method of the present invention;

[0035] The prediction and analysis model for vault settlement can be understood as a mechanical model simplified according to the actual prefabricated station structure and load distribution. Based on the principle of structural symmetry and ignoring the influence of shear force, this embodiment will analyze and illustrate the left side of the symmetrical structure. For example, according to Figure 1 the prefabricated station structure shown, the Figure 4 shown prediction and analysis model for vault settlement can be obtained, which is the basic mechanical model for subsequent external force and internal force analysis of the segment ring cross-section. Among them, R 1 represents the arc radius of the vault plate with 0 2 as the center (unit: m); R 2 represents the arc radius of the bottom slab with 0 1 as the center (unit: m); h 1 represents the cross-sectional height of the vault plate (unit: m); h 2 represents the cross-sectional height of the side wall block (unit: m); h 3 represents the cross-sectional height of the bottom slab (unit: m); h represents the cross-sectional height of the segment (unit: m); θ 1 represents the radian of the arc segment of the vault plate (unit: rad); θ 2 represents the radian of the arc segment of the bottom slab (unit: rad); q 1 represents the self-weight load of the prefabricated station (unit: N / m), and q 1 =γA s , γ is the unit weight of concrete, and As represents the cross-sectional area of the segment ring of the prefabricated station (unit: m 2 ); q 2 represents the foundation reaction force of the prefabricated station (unit: N / m), and q 2 =q 1 (R 1 θ 1 +h 2 +R 2 θ 2 ) / (R 1 sin(θ 1 )); K 1 represents the flexural stiffness at the first joint (unit: N·m 2);K 2 Indicates the bending stiffness of the second joint (unit: N·m 2 ), x1 and x2 represent the generalized axial force and generalized bending moment at the center point O of the dome plate, respectively.

[0036] S12, according to the arch settlement prediction and analysis model, the segment ring section is subjected to external force analysis to obtain a joint bending moment mathematical model and a joint axial force mathematical model; the segment ring section includes an arch block section, a side wall block section and a bottom plate section; wherein the area corresponding to the arch block section is 0 <y≤h 1 , the area corresponding to the cross section of the side wall block is h 1 <y<h 1 +h 2 , the area corresponding to the cross section of the bottom plate is h 1 +h 2 ≤y <h,后续对不同截面分析求解时会用到不同的坐标系(直角坐标系或极坐标系);

[0037] In this embodiment, when analyzing the external force of the segment ring section, the bending moment direction is defined as negative when the outer side of the section is tensile and positive when the inner side is tensile; the axial force direction is defined as positive when the section is tensile and negative when the section is compressed. Based on the condition that the prefabricated station structure system meets the geometric invariance condition, the redundant constraints can be converted into the external force x 1 and x 2 , that is, the generalized axial force x 1 and generalized bending moment x 2 , taking it as the unknown quantity to solve the statically indeterminate structure problem, in order to make the deformation of the basic structure the same as the original structure, and according to all the loads borne by the structure (x 1 , x 2 ,q 1 ,q 2 )exist Figure 4 The combined displacement at the first joint and the second joint is 0, and the corresponding force equation is established to solve the generalized axial force x 1 and generalized bending moment x 2 , and then based on this, determine the joint bending moment mathematical model and the joint axial force mathematical model of the first joint and the second joint; specifically, the steps of performing external force analysis on the segment ring section according to the vault settlement prediction and analysis model to obtain the joint bending moment mathematical model and the joint axial force mathematical model include:

[0038] Based on the geometric invariance condition of the arch settlement prediction and analysis model, the statically indeterminate structural problem corresponding to the arch settlement prediction and analysis model is converted into a statically determinate structural problem subject to generalized bending moment, generalized axial force, self-weight and base reaction force;

[0039] According to the statically determinate structure problem, perform a force analysis and establish a force method equation with the generalized bending moment and generalized axial force as unknowns; the force method equation is expressed as:

[0040]

[0041] In the formula,

[0042]

[0043]

[0044]

[0045]

[0046]

[0047]

[0048] where x 1 represents the generalized axial force received at the center point O of the crown block; x 2 represents the generalized bending moment received at the center point O of the crown block; δ 11 represents the displacement generated in the x 1 direction at the dot under the action of a unit force in the x 1 direction; δ 12 represents the displacement generated in the x 2 direction at the dot under the action of a unit force in the x 1 direction; δ 21 represents the displacement generated in the x 1 direction at the dot under the action of a unit force in the x 2 direction, unit; δ 22 represents the displacement generated in the x 2 direction at the dot under the action of a unit force in the x 2 direction; Δ 1q represents the displacement generated in the x 1 direction at the dot under the action of an external load; Δ 2q represents the rotation angle generated in the x 1 direction at the dot under the action of an external load; E represents the elastic modulus of the material (unit: pa); I represents the moment of inertia of the joint section (I = bh 3 / 12, unit: m 4 , where b represents the width of the joint section); represents the bending moment generated in the segment ring structure by the unit force acting at the center point O of the crown block and in the direction shown by x 1 ; represents the unit force acting at the center point O of the crown block and in the direction shown by x 2The bending moment generated by the unit moment in the indicated direction within the segment ring structure; Indicates the unit force acting at the center point O of the crown block, in the x direction 1 The bending moment generated by the unit force in the indicated direction at the first joint; Indicates the unit force acting at the center point O of the crown block, in the x direction 1 The bending moment generated by the unit force in the indicated direction at the second joint; Indicates the unit force acting at the center point O of the crown block, in the x direction 2 The bending moment generated by the unit moment in the indicated direction at the first joint; Indicates the unit moment acting at the center point O of the crown block, in the x direction 2 The bending moment generated by the unit moment in the indicated direction at the second joint; Indicates the load (q 1 , q 2 ) The sum of the bending moments generated at the first joint; Indicates the sum of the bending moments generated by the loads (q1, q2) at the second joint; M q Indicates the load q in the basic structure 1 , q 2 The sum of the bending moments generated by the load on any section of the segment ring; N q Indicates the load q in the basic structure 1 , q 2 The sum of the axial forces generated by the load on any section of the segment ring;

[0049] On each segment ring section, based on the generalized bending moment, generalized axial force, self-weight, and foundation reaction force, perform a structural force analysis on the crown settlement prediction analysis model to determine the constant term model and each coefficient model of the force method equation; among them, the coefficient model can be understood as δ 11 , δ 12 , δ 21 and δ 22 The corresponding expressions, and the constant term model can be understood as Δ 1q and Δ 2q The corresponding expressions; the specific solution process is as follows:

[0050] 1) Coefficient model solution

[0051] Let x 1 , x 2 The acting point is the origin of coordinates, establish a rectangular coordinate system, when 0 < y ≤ h 1 , x = R 1 sinθ, θ ∈ (0, θ 1 ); h 1 < y < h 1 +h 2 , x = R 1 sinθ 1, where θ 1 is a fixed value; h 1 +h 2 When h + h ≤ y < h, x = R 2 sinθ, θ ∈ (0, θ 2 ); Through classification discussion, we can obtain:

[0052] When 0 < y ≤ h,

[0053] 0 < y ≤ h 1 When, θ ∈ (0, θ 1 )(θ 1 The change direction is as Figure 4 shown);

[0054] h 1 < y < h 1 +h 2 When,

[0055] h 1 +h 2 When h + h < y ≤ h, θ ∈ (0, θ 2 )(θ 2 The change direction is as Figure 4 shown);

[0056] When 0 < y < h,

[0057] From this, we can obtain:

[0058]

[0059]

[0060]

[0061]

[0062] 2) To solve the constant term model, it is necessary to establish the segment ring force analysis models under the action of only gravity and only base reaction force as shown in Figure 5 a and 5b respectively, and perform analysis and calculation according to the following process:

[0063] When the self-weight load q 1 of the prefabricated station acts, the force analysis of the structure:

[0064] In the statically determinate structure force calculation shown in Figure 5 a, only considering the influence of gravity q 1 on the segment ring, the force can be obtained through simple mechanical analysis Figure 5The expressions for the bending moment and axial force of each section of the segment shown in a are as follows:

[0065] Crown block section:

[0066] Side wall block section:

[0067] Bottom slab block section:

[0068]

[0069] Among them, y represents the ordinate of any section point of the segment; g represents the value of gravitational acceleration; M q1 represents the bending moment generated at any section of the segment under the action of the self-weight load q 1 ; N q1 represents the axial force generated at any section of the segment under the action of the self-weight load q 1 ; represents the rotation angle of any section of the crown block during the calculation process, and the rotation direction (counterclockwise) is marked in Figure 5 a; represents the rotation angle of any section of the bottom slab block during the calculation process, and the rotation direction (clockwise) is marked in Figure 5 a;

[0070] Analysis of the structural force when the reaction force q 2 of the assembled station foundation acts:

[0071] In Figure 5 the force calculation of the statically determinate structure shown in b, only the influence of the reaction force q 2 on the segment ring is considered, and the expressions for the bending moment and axial force of each section of the segment shown in Figure 5 b can be obtained through simple mechanical analysis, as follows:

[0072] Crown block section and side wall block section: M q2 = N q2 = 0;

[0073] Bottom slab block section:

[0074]

[0075] Among them, M q2 represents the bending moment generated at any section of the segment under the action of the reaction force q 2 ; N q2 represents the axial force generated at any section of the segment under the action of the reaction force q 2 ;

[0076] When q 1 and q 2 act on the segment structure simultaneously, the bending moment M q = Mq1 +M q2 (The bending moment is generated by q1 and q2), then

[0077]

[0078] where i = 1, 2 represents the first joint and the second joint; j = 1, 2 represents the load q 1 ,q 2 ;M q1 represents the bending moment generated by q 1 ;M q2 is the bending moment generated by q 2 ;then there is:

[0079]

[0080] Similarly, it can be obtained that:

[0081]

[0082] Then there is:

[0083]

[0084] According to the constant term model and each coefficient model of the force method equation, solve the force method equation to obtain the generalized bending moment mathematical model and the generalized axial force mathematical model; among them, after the constant term model and each coefficient model of the force method equation are obtained through the above steps, substitute the obtained expressions corresponding to δ 11 、δ 12 、δ 21 、δ 22 、Δ 1q and Δ 2q into the force method equation (1), and it can be solved:

[0085]

[0086] That is:

[0087]

[0088]

[0089] Obtain the generalized bending moment mathematical model and the generalized axial force mathematical model expressed by the stiffness of the first joint and the stiffness of the second joint as shown above;

[0090] Based on the principle of structural mechanics, according to the generalized bending moment mathematical model and the generalized axial force mathematical model, obtain the joint bending moment mathematical model and the joint axial force mathematical model; the joint bending moment mathematical model is expressed as:

[0091]

[0092] Among them, M 1 and M 2 respectively represent the mathematical models of the joint bending moments of the first joint and the second joint; K 1 and K 2 respectively represent the flexural rigidities of the first joint and the second joint;

[0093] The mathematical model of the joint axial force is expressed as:

[0094]

[0095] Among them, N 1 and N 2 respectively represent the mathematical models of the joint axial forces of the first joint and the second joint; K 1 and K 2 respectively represent the flexural rigidities of the first joint and the second joint;

[0096] Specifically, if the structure shown in Figure 3 bears loads x 1 , x 2 , q 1 and q 2 , then based on the principles of structural mechanics, we can obtain:

[0097]

[0098]

[0099] When 0 < y ≤ h 1 , N θ = -x 1 ·cosθ + N q , θ ∈ (0, θ 1 );

[0100] When h 1 < y < h 1 + h 2 , N θ = N q ;

[0101] When h 1 + h 2 ≤ y < h, N θ = x 1 ·cosθ + N q , θ ∈ (0, θ 2 );

[0102] Among them, M q represents the sum of the bending moments generated by the loads q 1 , q 2 on any section of the segment ring in the basic structure; N qDenote the load q in the basic structure 1 and q 2 as the sum of the axial forces generated by them on any cross-section of the segment ring; M θ Denote the bending moment generated by all external loads (q 1 and q 2 , x 1 , x 2 ) on any cross-section of the segment; N θ Denote the axial force generated by all external loads (q 1 and q 2 , x 1 , x 2 ) on any cross-section of the segment;

[0103] Based on the above-obtained expressions of M θ and N θ , the mathematical models of the joint bending moment and joint axial force of the first joint and the second joint can be obtained respectively. The specific steps are as follows:

[0104] 1) Solution of the mathematical models of the joint bending moment and joint axial force of the first joint:

[0105] When y = h 1 , the expression of the bending moment at the first joint is:

[0106] M 1 = x 1 h 1 + x 2 + M q 1

[0107] In the formula,

[0108]

[0109] Among them, denotes the bending moment generated by the load q 1 at the first joint; denotes the bending moment generated by the load q 2 at the first joint; M q 1 denotes the combined bending moment generated by the loads q 1 and q 2 at the first joint, that is: M q 1 = -q 1 R 1 2 (cosθ 1 + θ 1 sinθ 1 - 1);

[0110] Substitute the x obtained above1 , x 2 and M q 1 Substitute into M 1 formula, except for K 1 , K 2 is the unknown, the rest are known, and the mathematical model of the joint moment can be obtained as M 1 = ω 1 (K 1 , K 2 );

[0111] According to the existing formula, when 0 < y ≤ h 1 , N 1 = -x 1 ·cosθ 1 + N q , then the axial force expression at the first joint is:

[0112]

[0113] Among them, represents the axial force generated by the load q 1 at the first joint; represents the axial force generated by the load q 2 at the first joint; N 1 represents the sum of the axial forces generated by the loads x 1 , q 1 and q 2 at the first joint, that is:

[0114] N 1 = -x 1 ·cosθ 1 + q 1 R 1 θ 1

[0115] Substitute the x 1 obtained above into the N 1 formula, except for K 1 , K 2 is the unknown, the rest are known, and the mathematical model of the joint axial force of the first joint can be obtained as N 1 = ρ 1 (K 1 , K 2 );

[0116] 2) Solve the mathematical models of the joint moment and joint axial force of the second joint:

[0117] When y = h 1 + h 2 , the moment expression at the second joint is:

[0118] M 2 = x 1 *(h 1 + h 2 ) + x 2 + M q 2

[0119] In the formula,

[0120]

[0121] wherein, represents the bending moment generated by the load q 1 at the second joint; represents the bending moment generated by the load q 2 at the second joint; M q 2 represents the combined bending moment generated by the loads q1 and q2 at the second joint, that is, M q 2 = -q 1 R 1 2 (cosθ 1 + θ 1 sinθ 1 - 1);

[0122] Substitute the x 1 , x 2 and M q 2 obtained above into the M 2 formula. Except for K 1 , K 2 being unknowns, the rest are known quantities. Then the mathematical model of the joint bending moment can be obtained as M 2 = ω 2 (K 1 , K 2 );

[0123] According to the existing formula, when h 1 + h 2 ≤ y < h, N 2 = x 1 ·cosθ 2 + N q , then the axial force expression at the second joint is:

[0124]

[0125] wherein, represents the axial force generated by the load q 1 at the second joint; N q2 2 represents the load q 2Axial force generated at the second joint; N 2 Denote the load x 1 , q 1 and q 2 The sum of the axial forces generated at the second joint, i.e.:

[0126] N 2 = x 1 ·cosθ 2 + q 1 R 1 θ 1 + q 1 h 2

[0127] Substitute the x obtained above 1 into N 2 After the formula, except for K 1 , K 2 is the unknown quantity, and the rest are known quantities. Then the mathematical model of the joint axial force of the second joint can be obtained as N 2 = ρ 2 (K 1 , K 2 );

[0128] In summary, it can be obtained that:

[0129]

[0130] That is, through the external force analysis, the mathematical models of the joint bending moment and the joint axial force expressed by the stiffness of the first joint and the second joint are obtained.

[0131] S13. According to the vault settlement prediction and analysis model, perform an internal force analysis on the segment ring section to obtain the joint stiffness mathematical model; among them, the internal force analysis can be understood as the derivation of the mechanical equilibrium equation, geometric equation, and physical equation based on the assumption of the cross-section force state within different bending moment ranges, and obtain the joint stiffness mathematical model corresponding to each joint; specifically, the steps of performing an internal force analysis on the segment ring section according to the vault settlement prediction and analysis model to obtain the joint stiffness mathematical model include:

[0132] Perform a force balance and deformation coordination analysis on each joint under the action of negative bending moment and positive bending moment respectively to obtain the corresponding joint stiffness mathematical model; the joint stiffness mathematical model includes a positive bending moment stiffness mathematical model and a negative bending moment stiffness mathematical model, expressed as:

[0133]

[0134] Among them, K i represents the flexural stiffness of the i-th joint, i = 1, 2; M i and N irespectively represent the bending moment and axial force of the i-th joint; f i1 (M i , N i ) and f i2 (M i , N i ) respectively represent the mathematical models of the positive bending moment stiffness and negative bending moment stiffness of the i-th joint;

[0135] The specific analysis process of the internal force of the segment ring section is as follows:

[0136] 1) The joint is subjected to a negative bending moment (the outer surface is in tension and the inner surface is in compression)

[0137] In the normal stress stage of the segment, the joint is subjected to a small external load, and the entire cross-section of the joint is in compression. Under the action of the negative bending moment, the stress of the joint is as Figure 6 shown in a. At this time, the resultant force of the compressed concrete in the compression zone can be divided into two parts, where the resultant force C 1 of the rectangular part, and the remaining resultant force of the triangular part is C 2 . From the force balance of the joint, we can get:

[0138] N + nT b - C 1 - C 2 =0 (2)

[0139]

[0140] Among them, N represents the axial force received by the segment joint, T b represents the tensile force of a single bolt, e represents the eccentricity of the internal force of the joint, e = M / N, n represents the number of bolts in the segment joint, d represents the distance from the bolt to the outer surface of the segment, and h represents the height of the joint cross-section; the resultant force C 1 of the rectangular part and the resultant force C 2 of the triangular part of the compression zone of the segment joint section are respectively:

[0141]

[0142] According to the deformation coordination relationship, the bolt strain ε b when the entire cross-section of the joint is in compression can be obtained:

[0143]

[0144] The stress-strain relationship of concrete within the elastic range satisfies:

[0145]

[0146] Among them, ε c , ε c ' represents the compressive strain of concrete at the joint section, E cdenotes the elastic modulus of concrete;

[0147] From the geometric coordination relationship of the bolts, it can be obtained that:

[0148]

[0149] Among them, T 0 denotes the initial pre-tightening force of the bolt, and T b denotes the tensile force of the bolt after deformation, E b denotes the elastic modulus of the bolt, A b denotes the cross-sectional area of the bolt, h denotes the cross-sectional height, and d denotes the distance between the bolt action point and the concrete edge, and its value is a constant.

[0150] Define E / L seg to denote the joint compression stiffness k, where k is a constant, and L seg denotes the circumferential segment joint length. Then the cross-sectional rotation angle formula and the joint rotational stiffness formula can be expressed as follows:

[0151]

[0152]

[0153] Combining equations (2) to (9), the following system of equations is listed:

[0154]

[0155] Then they can be obtained in sequence:

[0156]

[0157]

[0158]

[0159]

[0160]

[0161] Among them, θ denotes the bending rotation angle value of the single-sided joint surface, and k denotes the compression stiffness of the segment joint;

[0162] Since the calculated compressive stresses σ' c , σ c of the segment joint edge and the bolt tensile force T b are all functions of M and N, the expression of the joint rotational stiffness K θ under the condition of the joint being subjected to a negative bending moment can be obtained as:

[0163] K θ = f 1(M, N)

[0164] 2) The joint is under the action of positive bending moment (the outer surface is in compression and the inner surface is in tension).

[0165] Similarly, under the action of positive bending moment, the force on its joint is as Figure 6 shown in b, and the following system of equations can be listed:

[0166]

[0167] The difference from the above negative bending moment working condition is that here d = h - d, and then the following can be obtained in turn:

[0168]

[0169]

[0170]

[0171]

[0172]

[0173] Since the compressive stresses σ' c , σ c of the concrete at the edge of the segment joint and the bolt tension T b obtained above are all functions of M and N, the rotational stiffness K θ of the joint under the action of positive bending moment can be obtained, and the expression is:

[0174] K θ = f 2 (M, N)

[0175] Based on the above internal force analysis of the cross-section, the flexural stiffness at each joint cross-section and the internal forces (bending moment M i and axial force N i ) at this cross-section are related as follows:

[0176]

[0177] S14. According to the joint bending moment mathematical model, joint axial force mathematical model, and joint stiffness mathematical model, a joint stiffness iterative mathematical model is obtained, and based on the obtained segment ring cross-section parameter information, the joint stiffness iterative mathematical model is solved to obtain the joint stiffness value; the segment ring cross-section parameter information includes cross-section external load parameters and cross-section dimension parameters; specifically, the steps of obtaining the joint stiffness iterative mathematical model according to the joint bending moment mathematical model, joint axial force mathematical model, and joint stiffness mathematical model include:

[0178] Substitute the joint moment mathematical model and the joint axial force mathematical model of each joint into the corresponding positive moment stiffness mathematical model and negative moment stiffness mathematical model respectively to obtain the joint stiffness iterative mathematical model; the joint stiffness iterative mathematical model includes a positive moment stiffness iterative mathematical model and a negative moment stiffness iterative mathematical model, and is expressed as:

[0179]

[0180] Among them, K i represents the flexural stiffness of the i-th joint, i = 1, 2; μ i1 (K 1 , K 2 ) and μ i2 (K 1 , K 2 ) respectively represent the positive moment stiffness iterative mathematical model and the negative moment stiffness iterative mathematical model of the i-th joint.

[0181] Specifically, it can be understood that substituting the joint moment mathematical model and the joint axial force mathematical model of the first joint into the positive moment stiffness mathematical model and the negative moment stiffness mathematical model of the first joint respectively, we get:

[0182]

[0183] Substitute the joint moment mathematical model and the joint axial force mathematical model of the second joint into the positive moment stiffness mathematical model and the negative moment stiffness mathematical model of the second joint respectively, we get:

[0184]

[0185] Specifically, the steps of solving the joint stiffness iterative mathematical model according to the segment ring section parameter information to obtain the joint stiffness value include:

[0186] According to the preset initial stiffness values of each joint, perform combined iterative verification on the joint stiffness iterative mathematical models of all joints to obtain the joint stiffness value; among them, combined iterative verification can be understood as, without knowing whether the first joint and the second joint in the actual project are subjected to positive moment or negative moment, assuming that each joint has two possibilities as shown in formula (10), that is, combining the obtained K 1 and K 2 to obtain the following four combinations:

[0187]

[0188] Perform iterative verification based on the above four combinations respectively, and select the final K 1 and K 2 according to the validity of the verification results of K 1and K 2 value; the process of iterative verification for each combination is the same, which is: respectively assign K 1 and K 2 a corresponding initial value K 0 to perform iterative calculations, and use Δ(K i n , K i n+1 ) < δ as the convergence criterion, where K i n and K i n+1 are respectively the nth and (n + 1)th stiffness iterative calculation values of the i-th joint, and δ is a set small value (such as 10 -6 ), then the values of K1 and K2 are obtained through iteration. To verify the accuracy of the iterative calculation, in this embodiment, different initial values are substituted for calculation, and the iterative results shown in Table 1 and Table 2 are respectively obtained. It is found that although the initial values are different, the results at the final iterative convergence are the same (when retaining two significant figures, both are K 1 = 3.04e+10, K 2 = 5.26e+10) and the iterative convergence speed is very fast, which strongly proves the reliability, rationality and high efficiency of the stiffness iterative verification method of the present invention.

[0189] Table 1 Iterative calculation table of flexural stiffness value at the joint of prefabricated subway station

[0190]

[0191] Table 2 Iterative verification table of flexural stiffness value at the joint of prefabricated subway station

[0192]

[0193] S15. According to the joint stiffness value, obtain the predicted value of the crown settlement of the prefabricated station; wherein, after the joint stiffness value is obtained by the above method, it can be assumed that there is a unit acting force x in the vertically downward direction at the center point o of the arch roof slab 3 , adjust the basic analysis structural model to obtain the structural model as shown in Figure 7 , and perform the crown settlement prediction analysis of the prefabricated station structure accordingly. Specifically, the steps of obtaining the predicted value of the crown settlement of the prefabricated station according to the joint stiffness value include:

[0194] Apply a vertical downward unit load at the center point of the crown block, and respectively calculate the displacement of the crown block section, the displacement of the side wall block section, the displacement of the bottom plate block section and the joint displacement through the unit load method; wherein, Figure 7 the moment generated by the unit load x 3 is then it can be obtained that:

[0195] 0 < y ≤ h 1 When

[0196] h1 < y < h 1 +h 2 When

[0197] h 1 +h 2 ≤ y < h,

[0198] By the unit load method, the displacements of the crown block section, the side wall block section, the bottom slab block section, and the joint are calculated respectively as follows:

[0199] Displacement of the crown block section (0 < y ≤ h 1 ):

[0200]

[0201] Displacement of the side wall block section (h1 < y < h 1 +h 2 ):

[0202]

[0203] Displacement of the bottom slab block section (h 1 +h 2 ≤ y < h):

[0204]

[0205] The joint displacement is as follows:

[0206]

[0207] According to the displacements of the crown block section, the side wall block section, the bottom slab block section, and the joint, the predicted value of the crown settlement is calculated; the predicted value of the crown settlement is expressed as:

[0208] Δ 3q = Δ 3q1 + Δ 3q2 + Δ 3q3 + Δ 3q4

[0209] Wherein, Δ 3q , Δ 3q1 , Δ 3q2 , Δ 3q3 and Δ 3q4 respectively represent the predicted value of the crown settlement, the displacement of the crown block section, the displacement of the side wall block section, the displacement of the bottom slab block section, and the joint displacement.

[0210] Through the above method steps, the effective prediction of the vault settlement value of the prefabricated station can be realized. Based on the obtained prediction results, the following steps can be directly adopted to evaluate the construction risks, so as to effectively prevent construction safety risks; specifically, as Figure 8 shown, the method further includes:

[0211] S16. Compare and verify the predicted vault settlement value with the corresponding construction safety limit value to determine whether there are construction risks.

[0212] In the embodiment of the present application, through the vault settlement prediction and analysis model constructed according to the symmetric structure and load distribution of the prefabricated station, the external force analysis of the segment ring section is carried out to obtain the joint moment mathematical model and the joint axial force mathematical model, and the internal force analysis of the segment ring section is carried out to obtain the joint stiffness mathematical model. Then, according to the joint moment mathematical model, the joint axial force mathematical model and the joint stiffness mathematical model, the joint stiffness iterative mathematical model is obtained, and according to the obtained segment ring section parameter information, the joint stiffness iterative mathematical model is solved to obtain the joint stiffness value, and the method of calculating the predicted vault settlement value of the prefabricated station by combining the unit load method can predict and calculate the vault settlement value of the structure in the segment design stage of the prefabricated station. It can not only simply, efficiently, reasonably and reliably predict the vault settlement of the prefabricated station, effectively prevent construction risks, and provide a reliable guarantee for the safety risk assessment of the segment structure of the subway prefabricated station, but also be applicable to similar theoretical calculations of any symmetric loads (such as water and soil pressure, side wall soil pressure, etc.), and can be extended to the situation where the prefabricated station structure bears several loads symmetrically distributed along the segment ring section, with strong universality and engineering application value.

[0213] It should be noted that although the steps in the above flow chart are displayed in sequence according to the arrows, these steps are not necessarily executed in the order indicated by the arrows. Unless there is a clear description in this article, the execution of these steps has no strict order limit, and these steps can be executed in other orders.

[0214] In one embodiment, as Figure 9 shown, a vault settlement prediction system for a prefabricated station structure is provided, and the system includes:

[0215] A model construction module 1, which constructs a vault settlement prediction and analysis model according to the symmetric structure and load distribution of the prefabricated station; the symmetric structure of the prefabricated station includes a vault block, a side wall block, a bottom plate block, a middle column, a middle plate, a first joint at the connection between the vault block and the side wall block, and a second joint at the connection between the bottom plate block and the side wall block;

[0216] An external force analysis module 2, configured to perform an external force analysis on the segment ring cross-section according to the vault settlement prediction and analysis model, and obtain a joint bending moment mathematical model and a joint axial force mathematical model; the segment ring cross-section includes a crown block cross-section, a side wall block cross-section, and a bottom plate cross-section;

[0217] An internal force analysis module 3, configured to perform an internal force analysis on the segment ring cross-section according to the vault settlement prediction and analysis model, and obtain a joint stiffness mathematical model;

[0218] An iterative verification module 4, configured to obtain a joint stiffness iterative mathematical model according to the joint bending moment mathematical model, the joint axial force mathematical model, and the joint stiffness mathematical model, and solve the joint stiffness iterative mathematical model according to the obtained segment ring cross-section parameter information to obtain a joint stiffness value; the segment ring cross-section parameter information includes cross-section external load parameters and cross-section dimension parameters;

[0219] A settlement prediction module 5, configured to obtain a vault settlement prediction value of the precast station according to the joint stiffness value.

[0220] In addition, the system further includes:

[0221] A risk assessment module, configured to compare and verify the vault settlement prediction value with the corresponding construction safety limit value to determine whether there is a construction risk.

[0222] For the specific limitations of a vault settlement prediction system for a precast station structure, reference can be made to the limitations of a vault settlement prediction method for a precast station structure in the above text, which will not be elaborated here. Each module in the above vault settlement prediction system for a precast station structure can be implemented in whole or in part by software, hardware, and their combination. The above modules can be embedded in the processor of the computer device in hardware form or be independent of it, or be stored in the memory of the computer device in software form, so that the processor can call and execute the operations corresponding to the above modules.

[0223] Figure 10 The internal structure diagram of a computer device in an embodiment is shown. The computer device can specifically be a terminal or a server. As Figure 10As shown in the figure, the computer device includes a processor, a memory, a network interface, a display, and an input device connected via a system bus. Among them, the processor of the computer device is used to provide computing and control capabilities. The memory of the computer device includes a non-volatile storage medium and an internal memory. The non-volatile storage medium stores an operating system and a computer program. The internal memory provides an environment for the operation of the operating system and the computer program in the non-volatile storage medium. The network interface of the computer device is used to communicate with an external terminal via a network connection. When the computer program is executed by the processor, it implements a method for predicting the settlement of the arch top of an assembled station structure. The display screen of the computer device can be a liquid crystal display screen or an electronic ink display screen. The input device of the computer device can be a touch layer covering the display screen, or a button, a trackball, or a touchpad provided on the outer shell of the computer device, or an external keyboard, a touchpad, or a mouse, etc.

[0224] Those of ordinary skill in the art can understand that Figure 10 the structure shown in the figure is only a block diagram of some structures related to the solution of this application, and does not constitute a limitation on the computer device to which the solution of this application is applied. The specific computing device may include more or fewer components than those shown in the figure, or combine certain components, or have a different component layout.

[0225] In one embodiment, a computer device is provided, including a memory, a processor, and a computer program stored on the memory and executable on the processor. When the processor executes the computer program, it implements the steps of the above method.

[0226] In one embodiment, a computer-readable storage medium is provided, on which a computer program is stored. When the computer program is executed by the processor, it implements the steps of the above method.

[0227] In summary, the method, system, computer device and storage medium for predicting the vault settlement of an assembled station structure provided by the embodiments of the present invention realize an analysis model for predicting the vault settlement constructed according to the symmetric structure and load distribution of the assembled station. The external force analysis of the segment ring cross-section is carried out to obtain the mathematical models of joint bending moment and joint axial force, and the internal force analysis of the segment ring cross-section is carried out to obtain the mathematical model of joint stiffness. Then, according to the mathematical models of joint bending moment, joint axial force and joint stiffness, an iterative mathematical model of joint stiffness is obtained. According to the obtained segment ring cross-section parameter information, the iterative mathematical model of joint stiffness is solved to obtain the joint stiffness value, and the predicted value of the vault settlement of the assembled station is calculated by combining the unit load method. When this method is applied to actual engineering construction, it can predict and calculate the vault settlement value at the segment design stage of the assembled station. It can not only simply, efficiently, reasonably and reliably predict the vault settlement of the assembled station, effectively prevent construction risks, and provide a reliable guarantee for the safety risk assessment of the segment structure of the subway assembled station, but also be applicable to similar theoretical calculations of arbitrary symmetric loads (such as water and soil pressure, side wall soil pressure, etc.). It can be extended to the situation where the assembled station structure bears several loads symmetrically distributed along the segment ring cross-section, and has strong universality and engineering application value.

[0228] Each embodiment in this specification is described in a progressive manner. For parts that are the same or similar in each embodiment, they can be referred to each other. Each embodiment focuses on the differences from other embodiments. In particular, for the system embodiment, since it is basically similar to the method embodiment, the description is relatively simple, and the relevant parts can be referred to the partial description of the method embodiment. It should be noted that the technical features of the above embodiments can be combined arbitrarily. For the sake of concise description, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, it should be considered as the scope recorded in this specification.

[0229] The above-described embodiments only represent several preferred implementation manners of the present application. The description is relatively specific and detailed, but it should not be construed as a limitation on the scope of the invention patent. It should be pointed out that for those of ordinary skill in the art in this technical field, without departing from the technical principle of the present invention, several improvements and substitutions can be made, and these improvements and substitutions should also be regarded as the protection scope of the present application. Therefore, the protection scope of the patent of the present application should be subject to the protection scope of the claimed rights.

Claims

1. A method for predicting the vault settlement of an assembled station structure, characterized in that, the method comprises the following steps: Construct a vault settlement prediction and analysis model according to the symmetrical structure and load distribution of the assembled station; the symmetrical structure of the assembled station includes a vault block, side wall blocks, bottom floor blocks, middle columns, middle blocks, a first joint at the connection between the vault block and the side wall block, and a second joint at the connection between the bottom floor block and the side wall block; According to the vault settlement prediction and analysis model, perform an external force analysis on the segment ring section to obtain a joint moment mathematical model and a joint axial force mathematical model; the segment ring section includes a vault block section, side wall block sections, and bottom floor block sections; According to the vault settlement prediction and analysis model, perform an internal force analysis on the segment ring section to obtain a joint stiffness mathematical model; According to the joint moment mathematical model, joint axial force mathematical model, and joint stiffness mathematical model, obtain a joint stiffness iterative mathematical model, and solve the joint stiffness iterative mathematical model according to the obtained segment ring section parameter information to obtain a joint stiffness value; the segment ring section parameter information includes cross-section external load parameters and cross-section dimension parameters; According to the joint stiffness value, obtain the vault settlement prediction value of the assembled station.

2. The method for predicting the vault settlement of an assembled station structure according to claim 1, characterized in that, the method further comprises: Compare and verify the vault settlement prediction value with the corresponding construction safety limit value to determine whether there is a construction risk.

3. The method for predicting the vault settlement of an assembled station structure according to claim 1, characterized in that, the step of performing an external force analysis on the segment ring section according to the vault settlement prediction and analysis model to obtain a joint moment mathematical model and a joint axial force mathematical model comprises: Based on the geometric invariance condition of the vault settlement prediction and analysis model, convert the statically indeterminate structure problem corresponding to the vault settlement prediction and analysis model into a statically determinate structure problem subjected to generalized moments, generalized axial forces, self-weight, and foundation reactions; According to the statically determinate structure problem, perform a force analysis and establish a force method equation with generalized moments and generalized axial forces as unknowns; the force method equation is expressed as: Among them, x 1 represents the generalized axial force acting on the center point O of the crown block; x 2 represents the generalized bending moment acting on the center point O of the crown block; δ 11 represents the displacement generated at the dot in the x 1 direction under the action of a unit force in the x 1 direction; δ 12 represents the displacement generated at the dot in the x 2 direction under the action of a unit force in the x 1 direction; δ 21 represents the displacement generated at the dot in the x 1 direction under the action of a unit force in the x 2 direction, unit; δ 22 represents the displacement generated at the dot in the x 2 direction under the action of a unit force in the x 2 direction; Δ 1q represents the displacement generated at the dot in the x 1 direction under the action of external loads; Δ 2q represents the rotation angle generated at the dot in the x 1 direction under the action of external loads; On each segment ring section, respectively perform a structural force analysis on the vault settlement prediction and analysis model based on generalized moments, generalized axial forces, self-weight, and foundation reactions to determine the constant term model and each coefficient model of the force method equation; According to the constant term model and each coefficient model of the force method equation, solve the force method equation to obtain a generalized moment mathematical model and a generalized axial force mathematical model; Based on the principles of structural mechanics, according to the generalized moment mathematical model and the generalized axial force mathematical model, obtain the joint moment mathematical model and the joint axial force mathematical model; the joint moment mathematical model is expressed as: Among them, M 1 and M 2 respectively represent the mathematical models of the joint bending moments of the first joint and the second joint; K 1 and K 2 respectively represent the flexural rigidities of the first joint and the second joint; The joint axial force mathematical model is expressed as: Among them, N 1 and N 2 respectively represent the mathematical models of the joint axial forces of the first joint and the second joint; K 1 and K 2 respectively represent the flexural rigidities of the first joint and the second joint.

4. The method for predicting the vault settlement of an assembled station structure according to claim 1, characterized in that, the step of performing an internal force analysis on the segment ring section according to the vault settlement prediction and analysis model to obtain a joint stiffness mathematical model comprises: Under the action of negative and positive bending moments on each joint respectively, force balance and deformation coordination analyses are carried out on each joint to obtain the corresponding mathematical model of joint stiffness; the mathematical model of joint stiffness includes a mathematical model of positive bending moment stiffness and a mathematical model of negative bending moment stiffness, which are expressed as: Among them, K i represents the flexural stiffness of the i-th joint, where i = 1, 2; M i and N i respectively represent the bending moment and axial force of the i-th joint; f i1 (M i , N i ) and f i2 (M i , N i ) respectively represent the mathematical models of the negative bending moment stiffness and positive bending moment stiffness of the i-th joint.

5. The method for predicting the vault settlement of the precast station structure according to claim 4, characterized in that, the step of obtaining the iterative mathematical model of joint stiffness according to the mathematical model of joint bending moment, the mathematical model of joint axial force and the mathematical model of joint stiffness includes: Substitute the mathematical model of joint bending moment and the mathematical model of joint axial force of each joint into the corresponding mathematical model of positive bending moment stiffness and the mathematical model of negative bending moment stiffness respectively to obtain the iterative mathematical model of joint stiffness; the iterative mathematical model of joint stiffness includes an iterative mathematical model of positive bending moment stiffness and an iterative mathematical model of negative bending moment stiffness, which are expressed as: Among them, K i represents the flexural stiffness of the i-th joint, where i = 1, 2; μ i1 (K 1 , K 2 ) and μ i2 (K 1 , K 2 ) respectively represent the negative moment stiffness iterative mathematical model and the positive moment stiffness iterative mathematical model of the i-th joint.

6. The method for predicting the vault settlement of the precast station structure according to claim 5, characterized in that, the step of solving the iterative mathematical model of joint stiffness according to the segment ring section parameter information to obtain the joint stiffness value includes: According to the preset initial stiffness values of each joint, perform combined iterative verification on the iterative mathematical models of joint stiffness of all joints to obtain the joint stiffness value.

7. The method for predicting the vault settlement of the precast station structure according to claim 1, characterized in that, the step of obtaining the predicted value of the vault settlement of the precast station according to the joint stiffness value includes: Apply a unit load vertically downward at the center point of the vault block, and calculate the displacement of the vault block section, the displacement of the side wall block section, the displacement of the bottom plate section and the joint displacement respectively by the unit load method; Calculate the predicted value of the vault settlement according to the displacement of the vault block section, the displacement of the side wall block section, the displacement of the bottom plate section and the joint displacement; the predicted value of the vault settlement is expressed as: Δ 3q = Δ 3q1 + Δ 3q2 + Δ 3q3 + Δ 3q4 Among them, Δ 3q , Δ 3q1 , Δ 3q2 , Δ 3q3 and Δ 3q4 respectively represent the predicted value of vault settlement, the displacement of the cross-section of the vault block, the displacement of the cross-section of the side wall block, the displacement of the cross-section of the bottom slab block and the joint displacement.

8. A system for predicting the vault settlement of a precast station structure, characterized in that, the system includes: A model construction module, which constructs a vault settlement prediction analysis model according to the symmetric structure and load distribution of the precast station; the symmetric structure of the precast station includes a vault block, a side wall block, a bottom plate block, a middle column, a middle plate, a first joint at the connection between the vault block and the side wall block, and a second joint at the connection between the bottom plate block and the side wall block; An external force analysis module, which is used to perform external force analysis on the segment ring section according to the vault settlement prediction analysis model to obtain a mathematical model of joint bending moment and a mathematical model of joint axial force; the segment ring section includes a vault block section, a side wall block section and a bottom plate section; An internal force analysis module, which is used to perform internal force analysis on the segment ring section according to the vault settlement prediction analysis model to obtain a mathematical model of joint stiffness; An iterative verification module, which is used to obtain an iterative mathematical model of joint stiffness according to the mathematical model of joint bending moment, the mathematical model of joint axial force and the mathematical model of joint stiffness, and solve the iterative mathematical model of joint stiffness according to the obtained segment ring section parameter information to obtain the joint stiffness value; the segment ring section parameter information includes section external load parameters and section dimension parameters; A settlement prediction module, configured to obtain a predicted value of the crown settlement of the prefabricated station according to the joint stiffness value.

9. A computer device, comprising a memory, a processor, and a computer program stored on the memory and executable on the processor, wherein, when the processor executes the computer program, the steps of any one of claims 1 to 7 are implemented.

10. A computer-readable storage medium, having stored thereon a computer program, wherein, when the computer program is executed by the processor, the steps of any one of claims 1 to 7 are implemented.

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