Soil-structure interaction analysis method, apparatus, facility construction method, and system

Abstract

The application discloses a soil-structure interaction analysis method in a complex non-uniform site. Firstly, a plurality of one-dimensional free fields and a plurality of two-dimensional quasi-plane free fields are obtained according to a three-dimensional site model. Then, one-dimensional free field analysis results are obtained by calculating the one-dimensional free fields. Two-dimensional quasi-plane free field analysis results are obtained by calculating the two-dimensional quasi-plane free fields according to the one-dimensional free field analysis results and input ground motion. Finally, three-dimensional site model analysis results are obtained by calculating the three-dimensional site model according to the two-dimensional quasi-plane free field analysis results and the input ground motion. The soil-structure interaction analysis method can be applied to the analysis of complex non-uniform sites, and accurate dynamic responses of the site under the action of earthquakes can be obtained, so that the technical problem of the change from a bedrock site to a non-bedrock site in the selection of a site for nuclear engineering construction is solved. The application further provides a soil-structure interaction analysis device, a facility construction method and a system.

Description

Technical Field

[0001] This invention belongs to the field of seismic dynamic analysis technology, specifically relating to a method, equipment, facility construction method and system for analyzing soil-structure interaction in complex non-uniform sites. Background Technology

[0002] Currently, suitable bedrock sites are becoming increasingly scarce, and the development of nuclear engineering has been constrained by site selection. The trend is towards shifting nuclear engineering site selection from bedrock sites to non-bedrock sites. Consequently, traditional soil-structure interaction analysis methods (i.e., soil-structure dynamic interaction analysis methods) have become a significant factor restricting the transition of nuclear engineering sites to non-bedrock sites.

[0003] The core technology of soil-structure dynamic interaction analysis is the calculation of input ground motion and free field. Traditional soil-structure dynamic interaction analysis methods can obtain reliable seismic dynamic responses for homogeneous, stratified or near-stratified sites, but are not suitable for complex non-homogeneous sites.

[0004] The reason is that homogeneous and stratified sites can be equivalently represented by a one-dimensional semi-infinite space. Traditional free-field analysis is based on one-dimensional wave theory to determine the input ground motion and free-field response at the truncated boundary. However, according to wave field separation theory, the premise for a three-dimensional dynamic artificial boundary to accurately absorb the scattered waves from the site and structure is that the correct free field is input at the truncated boundary of the site. Therefore, the reasonable selection of the free field is crucial. However, the soil layer distribution in various directions of the complex non-bedrock site is irregular, the soil layers undulate significantly along the horizontal direction, and some soil layers may even be annihilated. The free-field response and the input ground motion are different in different parts, so a simple one-dimensional semi-infinite space cannot be used for equivalence. Moreover, the current conventional analysis method simplifies the complex site by extending the non-uniform site outward into a horizontally stratified site. This approach can give approximate results for sites that are close to stratified, but it cannot give reasonable results for general complex non-uniform sites, such as those with significant soil layer undulations, annihilation of soil layers, and uneven surfaces. This means that the input ground motion and free field calculation results for homogeneous or layered sites cannot be used for the analysis of complex non-uniform sites. Obviously, traditional analysis methods are no longer applicable to the current situation. Summary of the Invention

[0005] The technical problem this invention aims to solve is to address the aforementioned shortcomings in existing technologies by providing a method for analyzing soil-structure interactions in complex, non-uniform sites. This method is applicable to the analysis of complex, non-uniform sites, yields accurate dynamic responses of the site under seismic loading, and solves the technical challenge of transitioning to non-bedrock sites. This invention also provides soil-structure interaction analysis equipment, as well as a method and system for constructing such facilities.

[0006] This invention provides a method for analyzing soil-structure interactions in complex, non-uniform sites, comprising the following steps:

[0007] Based on the three-dimensional site model, multiple one-dimensional free fields and multiple two-dimensional quasi-plane free fields are obtained. Each two-dimensional quasi-plane free field corresponds to each truncated boundary of the three-dimensional site model, and each one-dimensional free field corresponds to the intersection between each two adjacent truncated boundaries in the three-dimensional site model.

[0008] Calculate and obtain the analysis results of a one-dimensional free field;

[0009] The two-dimensional quasi-plane free field analysis results are obtained by calculating the two-dimensional quasi-plane free field based on the one-dimensional free field analysis results and the input ground motion.

[0010] The three-dimensional site model analysis results are obtained by calculating the three-dimensional site model based on the two-dimensional quasi-plane free field analysis results and the input ground motion.

[0011] Preferably, the step of obtaining the two-dimensional quasi-plane free field analysis results based on the one-dimensional free field analysis results and the input ground motion to calculate the two-dimensional quasi-plane free field specifically includes:

[0012] Artificial boundaries are established at the two sides and bottom edge of the two-dimensional quasi-plane free field based on the properties of the soil and rock materials.

[0013] The equivalent seismic nodal force input is determined based on the dynamic indices in the one-dimensional free field analysis results at the artificial boundaries on both sides of the two-dimensional quasi-plane free field.

[0014] The equivalent seismic nodal force input is determined based on the dynamic parameters in the input ground motion;

[0015] The results of the two-dimensional quasi-plane free field analysis are obtained by performing dynamic artificial boundary calculations based on the input of equivalent seismic nodal forces.

[0016] Preferably, before establishing artificial boundaries based on the properties of the soil and rock materials at the two sides and bottom edges of the two-dimensional quasi-plane free field, the degrees of freedom are respectively bound to the paired nodes located on the two sides of the two-dimensional quasi-plane free field.

[0017] Preferably, the step of calculating and obtaining the three-dimensional site model analysis results based on the two-dimensional quasi-plane free field analysis results and the input ground motion specifically includes:

[0018] Artificial boundaries are established at each cut-off boundary and bottom boundary of the three-dimensional site model based on the properties of the soil and rock materials.

[0019] The equivalent seismic nodal force input at the artificial boundary at the truncation boundary of the three-dimensional site model is determined based on the dynamic indices in the two-dimensional free field analysis results.

[0020] The equivalent seismic nodal forces at the bottom boundary of the three-dimensional site model are determined based on the dynamic parameters of the input ground motion.

[0021] The three-dimensional site model analysis results are obtained by performing dynamic artificial boundary calculations based on the input of equivalent seismic nodal forces.

[0022] Preferably, the dynamic indicators in the one-dimensional free field analysis results / dynamic indicators in the two-dimensional free field analysis results include displacement, velocity, and stress.

[0023] Preferably, the step of determining the equivalent seismic nodal forces at the artificial boundaries on both sides of the two-dimensional quasi-plane free field based on the dynamic indices in the one-dimensional free field analysis results, and determining the equivalent seismic nodal forces at the artificial boundaries at the truncated boundaries of the three-dimensional site model based on the dynamic indices in the two-dimensional free field analysis results, is specifically calculated using the following formula:

[0024]

[0025] Among them, F b The equivalent seismic nodal force is represented by A; the area distributed across the equivalent nodal force is represented by K; the spring stiffness matrix on the artificial boundary is represented by C; and both K and C are obtained from the artificial boundary established based on the properties of the soil and rock materials. And σ represents displacement, velocity and stress, respectively, all of which are obtained from the dynamic index in the one-dimensional free field analysis results / the dynamic index in the two-dimensional free field analysis results; To truncate the outward normal direction of the plane containing the boundary, the information in the plane itself or the matrix it represents is obtained from the dynamic index in the one-dimensional free field analysis results / the dynamic index in the two-dimensional free field analysis results.

[0026] Preferably, the dynamic indicators in the input ground motion include upward wave displacement, upward wave velocity, and downward wave displacement.

[0027] Preferably, the step of determining the equivalent seismic nodal forces of the artificial boundary at the bottom edge of the two-dimensional quasi-plane free field based on the dynamic parameters in the input ground motion, and determining the equivalent seismic nodal forces of the artificial boundary at the bottom edge of the three-dimensional site model based on the dynamic parameters in the input ground motion, is specifically calculated using the following formula:

[0028]

[0029] Among them, F b is the equivalent seismic nodal force; A is the area of ​​the equivalent node.

[0030] ρc is obtained from the artificial boundary established based on the properties of the rock and soil materials;

[0031] Where α is a constant, taking 1.33 for spring and damper elements perpendicular to the artificial boundary interface and 0.67 for spring and damper elements parallel to the artificial boundary interface; ρ is the density of the soil and rock material; R is the distance from the scattered wave source to the artificial boundary; c is the damping coefficient, which is taken as the compression wave velocity when the damper is perpendicular to the artificial boundary interface. p When the damper is parallel to the artificial boundary interface, c is taken as the shear wave velocity. s ; u up These represent the upward wave velocity and the upward wave displacement, u. down The downward wave displacement is obtained from the dynamic parameters of the input ground motion.

[0032] Preferably, when R' ≥ 100R, and R' is substituted into the formula...

[0033]

[0034] When R in the analysis is such that the two-dimensional quasi-plane free field / three-dimensional site model does not drift, the input of the equivalent seismic nodal force of the artificial boundary at the bottom edge of the two-dimensional quasi-plane free field determined by the dynamic index of the input ground motion / the input of the equivalent seismic nodal force of the artificial boundary at the bottom edge of the three-dimensional site model determined by the dynamic index of the input ground motion is specifically calculated by the following formula:

[0035]

[0036] The present invention also provides a method for constructing a facility, comprising the following steps:

[0037] Construct a three-dimensional site model of the plant site based on the site where the facility will be built;

[0038] The above-mentioned soil-structure interaction analysis method in complex non-uniform sites is used to analyze the three-dimensional site model and obtain the analysis results;

[0039] Based on the analysis results, facilities were constructed at the plant site.

[0040] This invention also provides a soil-structure interaction analysis device for non-uniform sites, comprising: an acquisition module for acquiring multiple one-dimensional free fields and multiple two-dimensional quasi-plane free fields based on a three-dimensional site model, wherein each two-dimensional quasi-plane free field corresponds to a truncated boundary of the three-dimensional site model, and each one-dimensional free field corresponds to the boundary between two adjacent truncated boundaries in the three-dimensional site model; a one-dimensional analysis module for calculating and acquiring one-dimensional free field analysis results; a two-dimensional analysis module for calculating and acquiring two-dimensional quasi-plane free field analysis results based on the one-dimensional free field analysis results and input ground motion; and a three-dimensional analysis module for calculating and acquiring three-dimensional site model analysis results based on the two-dimensional quasi-plane free field analysis results and input ground motion.

[0041] The present invention also provides a facility construction system, comprising: a modeling device for constructing a three-dimensional site model of the site based on the site where the facility is to be constructed; the aforementioned soil-structure interaction analysis device for analyzing the three-dimensional site model and obtaining analysis results; and an execution device for constructing the facility at the site based on the analysis results of the soil-structure interaction analysis device.

[0042] This invention provides a method for analyzing soil-structure interactions in complex, non-uniform sites, breaking through the limitations of traditional analysis methods and developing and improving upon the classic method for establishing dynamic artificial boundaries. First, the three-dimensional site model is decomposed to obtain multiple one-dimensional free fields and multiple two-dimensional quasi-plane free fields. Then, for the one-dimensional free fields, conventional one-dimensional wave theory can be used to obtain the responses of each one-dimensional free field. However, for the two-dimensional quasi-plane free fields, it is not feasible to simply use planar two-dimensional elements for two-dimensional analysis. Considering the simultaneous input of three-dimensional earthquakes, the site response is also three-dimensional. Therefore, this analysis method optimizes and improves the analysis of the two-dimensional quasi-plane free fields. Based on the one-dimensional free field response, dynamic characteristic indices (i.e., dynamic indices) are used to transmit the response, enabling it to simulate the actual three-dimensional free field response; hence, it can be called a quasi-two-dimensional plane free field. Finally, based on the two-dimensional free field response transmitted through dynamic characteristic indices, the accurate response of the three-dimensional site model (non-uniform site) under seismic loading is obtained.

[0043] In this analytical method, the three-dimensional site model can refine the model of the known area (inner domain) according to the actual distribution of the soil layers at the target site, and extend the unknown area (outer domain) infinitely outward according to the actual situation of the cut-off boundary, instead of simplifying and extending the complex site into a layered site as in the traditional method. Therefore, it can obtain a free field of a more realistic complex site, and obtain an accurate response under seismic action through the transmission of dynamic characteristic indicators. It can ensure that the scattered waves of the site and structure in the calculation area are transmitted at the dynamic artificial boundary of the three-dimensional site model without returning, realizing the simulation of an infinite domain from a finite domain of a three-dimensional complex non-uniform site.

[0044] Applying this analytical method to nuclear engineering construction can overcome the technical barriers encountered in the transition from bedrock and layered sites to complex, non-uniform sites, providing reliable technical support. It solves core technical challenges such as input ground motion and free-field calculation in complex, non-uniform nuclear engineering sites, rationally determines the input ground motion for complex, non-uniform sites, and obtains accurate free-field responses, more effectively absorbing outward scattered waves from non-uniform sites and structures in seismic calculations. This provides reliable technical support for floor response spectrum calculations, overall stress analysis of soil-structure systems, and structural design, and provides reliable input ground motion conditions for pipeline and equipment design. Furthermore, this analytical method is also applicable to other major infrastructure projects requiring dynamic interaction analysis of soil-structure in complex, non-uniform sites. Attached Figure Description

[0045] Figure 1 This is a schematic diagram of the three-dimensional site model decomposition of the soil-structure interaction analysis method in complex non-uniform sites in Embodiment 1 of the present invention;

[0046] Figure 2 This is a schematic diagram of the nodes on the two-dimensional quasi-plane free field in the soil-structure interaction analysis method in complex non-uniform sites according to Embodiment 1 of the present invention;

[0047] Figure 3 This is a schematic diagram of the distribution of artificial boundary elements in the soil-structure interaction analysis method in complex non-uniform sites according to Embodiment 1 of the present invention;

[0048] Figure 4 This is a flowchart illustrating the soil-structure interaction analysis method in complex non-uniform sites according to Embodiment 1 of the present invention.

[0049] Figure 5 This is a schematic diagram of a two-dimensional quasi-plane free field analysis model of the soil-structure interaction analysis method in complex non-uniform sites in Embodiment 1 of the present invention;

[0050] Figure 6 This is a schematic diagram of a three-dimensional site analysis model of the soil-structure interaction analysis method in complex non-uniform sites in Embodiment 1 of the present invention;

[0051] Figure 7 This is a schematic diagram showing the comparison (X-direction) of the acceleration response of each model at a certain moment in the soil-structure interaction analysis method in complex non-uniform sites according to Embodiment 1 of the present invention.

[0052] Figure 8 This is a schematic diagram showing the comparison of acceleration responses (Y direction) of various models at a certain moment in the soil-structure interaction analysis method in complex non-uniform sites according to Embodiment 1 of the present invention.

[0053] Figure 9 This is a schematic diagram showing the comparison of acceleration responses (Z-direction) of various models at a certain moment in the soil-structure interaction analysis method in complex non-uniform sites according to Embodiment 1 of the present invention.

[0054] Figure 10 This is a schematic diagram showing the stress comparison of each model at a certain moment in the soil-structure interaction analysis method in complex non-uniform sites according to Embodiment 1 of the present invention.

[0055] Figure 11 This is a schematic diagram comparing the input methods of traditional ground motion input methods with the soil-structure interaction analysis method in complex non-uniform sites in Embodiment 1 of this invention. Detailed Implementation

[0056] The technical solutions of the invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the invention, not all of them. All other embodiments obtained by those skilled in the art based on the embodiments of the invention without creative effort are within the scope of the invention.

[0057] In the description of this invention, it should be noted that the terms "upper" and "lower" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience and simplification of the description and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0058] In the description of this invention, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0059] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "connection," "setting," "installation," "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal communication between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0060] Example 1

[0061] This embodiment provides a method for analyzing soil-structure interactions in complex, non-uniform sites, applicable to the site selection of critical facilities such as nuclear facilities. It calculates the accurate dynamic response of the near-site foundation (site) and structure under seismic loading. The method can be performed using the analysis equipment described in Embodiment 3, and includes the following steps:

[0062] like Figure 1 As shown, multiple one-dimensional free fields and multiple two-dimensional quasi-plane free fields are obtained based on the three-dimensional site model. Each two-dimensional quasi-plane free field corresponds to a truncated boundary of the three-dimensional site model, and each one-dimensional free field corresponds to the boundary between two adjacent truncated boundaries in the three-dimensional site model. Each one-dimensional free field can also be called a one-dimensional soil column free field. Specifically, the site area corresponding to the three-dimensional site model is the target area for three-dimensional seismic dynamic response analysis, also called the inner region. This region has complete borehole data and can be modeled in detail. The area outside the site area corresponding to the three-dimensional site model is called the outer region. In this embodiment, the site area corresponding to the three-dimensional site model is a cuboid structure containing four sides, a top surface, and a bottom surface. At the truncated boundaries corresponding to the four sides of the three-dimensional site model, the four sides extend horizontally in the four directions (forward, backward, left, and right), resulting in four non-uniform two-dimensional quasi-plane free fields. A one-dimensional soil column free field is sandwiched between any two two-dimensional quasi-plane free fields, resulting in four different one-dimensional soil column free fields. Therefore, the free field decomposition of the three-dimensional site model contains four one-dimensional soil column free fields and four two-dimensional quasi-plane free fields.

[0063] One-dimensional free field analysis results are obtained by calculation of one-dimensional free field. In this embodiment, the finite element method or one-dimensional site analysis software such as EERA, SHAKE or SEISMO SOIL can be used to calculate the one-dimensional free field and obtain the one-dimensional free field response. The process of analyzing and calculating the one-dimensional free field is a relatively conventional analysis and calculation process in this field, so it will not be described in detail here.

[0064] The two-dimensional quasi-plane free field analysis results are obtained by calculating the two-dimensional quasi-plane free field based on the one-dimensional free field analysis results and the input ground motion.

[0065] The three-dimensional site model analysis results are obtained by calculating the three-dimensional site model based on the two-dimensional free field analysis results and the input ground motion.

[0066] This embodiment provides a method for analyzing soil-structure interactions in complex, non-uniform sites, breaking through the limitations of traditional methods and developing and improving upon the classic method for establishing dynamic artificial boundaries. First, the three-dimensional site model is decomposed to obtain multiple one-dimensional free fields and multiple two-dimensional quasi-plane free fields. Then, for the one-dimensional free fields, conventional one-dimensional wave theory can be used to obtain the responses of each one-dimensional free field. However, for the two-dimensional quasi-plane free fields, it is not feasible to simply use planar two-dimensional elements for two-dimensional analysis. Considering the simultaneous input of three-dimensional earthquakes, the site response is also three-dimensional. Therefore, this analysis method optimizes and improves the analysis of the two-dimensional quasi-plane free fields. Based on the one-dimensional free field response, dynamic characteristic indices are used to transmit the response, enabling it to simulate the actual three-dimensional free field response; hence, it can be called a quasi-two-dimensional plane free field. Finally, based on the two-dimensional free field response and dynamic characteristic indices, the accurate response of the three-dimensional site model (non-uniform site) under seismic loading is obtained.

[0067] In this analysis method, the three-dimensional site model can refine the model of the known area (inner domain) according to the actual distribution of the soil layers at the target site, and extend the unknown area (outer domain) outward infinitely according to the actual situation of the truncated boundary to obtain the far-field free field, instead of simplifying and extending the complex site into a layered site as in the traditional method. Therefore, it can obtain a free field of a complex non-layered site that is more in line with reality, and obtain an accurate response under seismic action through the transmission of dynamic characteristic indicators. It can ensure that the scattered waves of the site and structure in the calculation area are transmitted at the dynamic artificial boundary of the three-dimensional site model without returning, realizing the simulation of the infinite domain of the three-dimensional complex non-uniform site by the finite domain.

[0068] Applying this analytical method to nuclear engineering construction can overcome the technical barriers encountered in the transition from bedrock and layered sites to complex, non-uniform sites, providing reliable technical support. It solves core technical challenges such as input ground motion and free-field calculation in complex, non-uniform nuclear engineering sites, rationally determines the input ground motion for complex, non-uniform sites, and obtains accurate free-field responses, more effectively absorbing outward scattered waves from non-uniform sites and structures in seismic calculations. This provides reliable technical support for floor response spectrum calculations, overall stress analysis of soil-structure systems, and structural design, as well as reliable input ground motion for pipeline and equipment design. Furthermore, this analytical method is also applicable to other major infrastructure projects requiring dynamic interaction analysis of soil-structure in complex, non-uniform sites.

[0069] In this embodiment, the two-dimensional quasi-plane free field analysis results are obtained by calculating the two-dimensional quasi-plane free field based on the one-dimensional free field analysis results and the input ground motion, specifically including:

[0070] Artificial boundaries are established at the two sides and bottom edge of the two-dimensional quasi-plane free field based on the properties of the soil and rock materials.

[0071] The equivalent seismic nodal force input for the artificial boundary of the two-dimensional quasi-plane free field is determined based on the dynamic indices in the one-dimensional free field analysis results. Specifically, the dynamic indices in the one-dimensional free field analysis results corresponding to the two-dimensional quasi-plane free field side edges can be used to determine the equivalent seismic nodal force input for the artificial boundary of the two-dimensional quasi-plane free field side edges.

[0072] The equivalent seismic nodal force input is determined based on the dynamic parameters in the input ground motion;

[0073] The results of the two-dimensional quasi-plane free field analysis are obtained by performing dynamic artificial boundary calculations based on the input of equivalent seismic nodal forces.

[0074] In this embodiment, before establishing artificial boundaries based on the properties of the soil and rock materials at the two-dimensional quasi-plane free field's side edges and bottom edge, degrees of freedom are also bound to paired nodes located on the two side planes of the two-dimensional quasi-plane free field. For example... Figure 2 The diagram illustrates a two-dimensional quasi-plane free field. Pairs of nodes located on the two lateral planes of the quasi-plane free field are bound with degrees of freedom. A "pair of nodes located on the two lateral planes" refers to two nodes that are correspondingly positioned on the two lateral planes of the quasi-plane free field, forming a pair. The two nodes in a pair are bound together, as shown below. Figure 2 The paired nodes (11933, 12011), (11934, 12012), and (11938, 11239) are used. This approach ensures that the parameters of the two nodes in the paired nodes on both sides of the two-dimensional quasi-plane free field are consistent, thus avoiding affecting subsequent calculations.

[0075] In this embodiment, the analysis results of the three-dimensional site model are obtained by calculating the three-dimensional site model based on the two-dimensional quasi-plane free field analysis results and the input ground motion. Specifically, this includes:

[0076] Artificial boundaries are established on the cut-off and bottom boundaries of each side of the three-dimensional site model based on the properties of the soil and rock materials.

[0077] The equivalent seismic nodal force input of the artificial boundary at the truncated boundary of the three-dimensional site model is determined based on the dynamic indices in the two-dimensional free field analysis results. Specifically, the dynamic indices in the two-dimensional free field analysis results corresponding to the truncated boundary can be used to determine the equivalent seismic nodal force input of the artificial boundary at the truncated boundary.

[0078] The equivalent seismic nodal forces at the bottom boundary of the three-dimensional site model are determined based on the dynamic parameters of the input ground motion.

[0079] The three-dimensional site model analysis results are obtained by performing dynamic artificial boundary calculations based on the input of equivalent seismic nodal forces.

[0080] In this embodiment, the dynamic indices in the one-dimensional free field analysis results and the two-dimensional free field analysis results include displacement, velocity, and stress. The equivalent seismic nodal forces at the artificial boundaries on both sides of the two-dimensional quasi-planar free field are determined based on the dynamic indices in the one-dimensional free field analysis results. The equivalent seismic nodal forces at the artificial boundaries at the truncated boundaries of the three-dimensional site model are determined based on the dynamic indices in the two-dimensional free field analysis results, specifically calculated using the following formula:

[0081]

[0082]

[0083] Among them, F b For equivalent seismic nodal force; A is the area of ​​the equivalent nodal distribution; K is the spring stiffness coefficient on the artificial boundary; C is the damping matrix of the damper on the artificial boundary. K and C are both obtained from the artificial boundary established based on the properties of the soil and rock materials, specifically from the properties of the soil and rock materials adjacent to the spring and damper in the artificial boundary.

[0084] Specifically, the artificial boundary in this embodiment is a viscoelastic artificial boundary, such as... Figure 3 As shown, the distribution of normal / tangential spring and damper elements on the artificial boundary nodes is as follows:

[0085]

[0086]

[0087] c BN =AρV p (5)

[0088] c BT =AρV s (6)

[0089] Among them, K BN For the normal spring stiffness, K BT For the tangential spring stiffness, c BN c is the normal damping coefficient. BT α1 and α2 are the tangential damping coefficients, respectively, and the stiffness adjustment coefficients in the normal and tangential directions. Generally, α1 = 1.33 and α2 = 0.67 (i.e., for spring and damper elements perpendicular to the artificial boundary interface, α is taken as 1.33, and for spring and damper elements parallel to the artificial boundary interface, α is taken as 0.67); G is the soil shear modulus; R is the distance from the center of the three-dimensional site model to the cutoff boundary; V pand V s These are the compression and shear wave velocities of the soil, respectively.

[0090] u、 And σ represents displacement, velocity, and stress, respectively, all obtained from the dynamic indices in the one-dimensional free field analysis results / the dynamic indices in the two-dimensional free field analysis results; specifically, u x u y u z These represent the three-dimensional displacements in the free field. These are the three velocities in the free field, σ0 xx , σ yy , σ zz These are triaxial normal stresses; τ xy =τ yx , τ xz =τ zx , τ yz =τ zy These are triaxial shear stresses. To truncate the outward normal direction of the plane containing the boundary, the information in the plane itself or the matrix it represents is obtained from the dynamic index in the one-dimensional free field analysis results / the dynamic index in the two-dimensional free field analysis results.

[0091] In this embodiment, the dynamic parameters of the input ground motion include ascending wave displacement, ascending wave velocity, and descending wave displacement. Traditional methods for inputting ground motion require inputting the free field response at the artificial boundary at the bottom of the 3D site model. However, in non-uniform sites, the free field response varies at different locations along the artificial boundary, making it impossible to determine the earthquake input using traditional methods. The analysis method in this embodiment uses ascending waves as the initial condition for the input ground motion, optimizing and improving the classic viscoelastic artificial boundary set at the bottom of the 3D site model, thus solving the problem of inputting ground motion in non-uniform sites.

[0092] Specifically, similar to the input of equivalent seismic nodal forces on the sides, the input ground motion is to convert the seismic action into equivalent seismic nodal forces acting on the bottom artificial boundary. The input of equivalent seismic nodal forces at the bottom boundary of the three-dimensional site model is shown in equation (1). Here, σ in the stress term can be expressed by the following equation:

[0093]

[0094] Expanding equation (1) yields:

[0095]

[0096] When using the traditional method of inputting seismic motion, we can obtain the result from equation (8):

[0097]

[0098] in, u up These are the rising wave velocity and the rising wave displacement, respectively. u down These are the downwave velocity and downwave displacement, respectively, obtained from the dynamic parameters of the input ground motion.

[0099] In this embodiment, the equivalent seismic nodal forces of the artificial boundary at the bottom edge of the two-dimensional quasi-plane free field are determined based on the dynamic parameters of the input ground motion, and the equivalent seismic nodal forces of the artificial boundary at the bottom edge of the three-dimensional site model are determined based on the dynamic parameters of the input ground motion. Specifically, this is calculated using the following formula:

[0100]

[0101] Among them, F b is the equivalent seismic nodal force; A is the area of ​​the equivalent node. ρc is obtained from the artificial boundary established based on the properties of the soil and rock materials, specifically from the properties of the soil and rock materials adjacent to the spring and damper within the artificial boundary. Here, α is a constant; for spring and damper elements perpendicular to the artificial boundary interface, α is 1.33; for spring and damper elements parallel to the artificial boundary interface, α is 0.67. ρ is the density of the soil and rock material; R is the distance from the scattered wave source to the artificial boundary; and c is the damping coefficient, which is taken as the compression wave velocity c when the damper is perpendicular to the artificial boundary interface. p When the damper is parallel to the artificial boundary interface, c is taken as the shear wave velocity. s .

[0102] According to equation (10), when R is infinitely large, the artificial boundary established based on the properties of rock and soil materials degenerates from a viscoelastic boundary to a viscous boundary. Therefore, the input of the equivalent seismic nodal force can be directly determined by taking only the upward wave displacement vector as the dynamic index in the input seismic motion.

[0103] Based on this, Equation (10) is further simplified in this embodiment. That is, when R'≥100R is taken, and R' is substituted into R in Equation (10), and the two-dimensional quasi-plane free field / three-dimensional site model does not drift during the analysis, the equivalent seismic nodal force input of the artificial boundary at the bottom edge of the two-dimensional quasi-plane free field is determined according to the dynamic index in the input ground motion / the equivalent seismic nodal force input of the artificial boundary at the bottom edge of the three-dimensional site model is determined according to the dynamic index in the input ground motion, specifically calculated by the following formula:

[0104]

[0105] That is, the artificial boundary established based on the properties of soil and rock materials degenerates from a viscoelastic boundary to a viscous boundary. To reduce the error caused by using an upward wave as input, R can be taken to a very large value; generally, 100R or higher can meet the accuracy requirements in engineering. If the site does not drift during the analysis, a viscous boundary can be used.

[0106] In traditional methods, simply using the ascending wave to replace the free field (upward wave + downward wave) to calculate the equivalent seismic nodal force does not yield accurate results. This embodiment overcomes the above limitations by optimizing and improving the calculation method for the bottom artificial boundary and the equivalent seismic nodal force. By using the known ascending wave to replace the unknown free field (upward wave + downward wave), it obtains correct results and has been verified.

[0107] In general, the calculation process of the analysis method in this embodiment is as follows:

[0108] like Figure 4 As shown, the three-dimensional non-uniform site is first finely modeled based on the detailed survey data. An automated modeling program is used to achieve accurate simulation of the site while using hexahedral meshes throughout, ensuring solution accuracy and computational efficiency. This three-dimensional site model can be a three-dimensional non-uniform site finite element model.

[0109] Free field decomposition was performed on the finite element model of the three-dimensional non-uniform site, and relevant information on the free field analysis of four one-dimensional soil columns and four two-dimensional quasi-planes was output respectively.

[0110] Assuming the free field of the one-dimensional soil column is numbered from 1 to 4, the free field analysis of the four soil columns is performed respectively. Based on the analysis results and the properties of the soil and rock materials, the viscoelastic boundary parameters (spring stiffness, damping coefficient) and equivalent seismic nodal forces are output for the two-dimensional free field analysis.

[0111] Assuming the two-dimensional quasi-plane free fields are numbered from 1 to 4, the analysis of the four quasi-plane free fields is performed respectively. Based on the analysis results and the properties of the soil and rock materials, the viscoelastic boundary parameters (spring stiffness, damping coefficient) and equivalent seismic nodal forces for the three-dimensional free field analysis are output.

[0112] Finally, a three-dimensional non-uniform site finite element analysis was performed to obtain the actual seismic dynamic response.

[0113] Since stratified sites have analytical solutions, this embodiment selects a typical stratified site to verify the correctness of the analysis method. The calculation of the one-dimensional free field is not significantly different from traditional algorithms, therefore... Figure 5 and Figure 6 Only the calculation and analysis results of the two-dimensional quasi-planar free-field model and the three-dimensional site model are shown, such as Figures 7 to 10The results shown display the acceleration and stress contour plots in each direction at the same time point for the two-dimensional quasi-planar free field and the three-dimensional site model, verifying the correctness of the proposed method. Furthermore, as... Figure 11 As shown, the traditional method of inputting ground motion is compared with the input method (inputting an upward wave) in this analysis method. The comparison shows that the proposed method is consistent with the theoretical analytical solution, verifying the correctness of the proposed ground motion input method.

[0114] The analytical method in this embodiment is effective in the following ways:

[0115] 1. It breaks through the limitation of traditional methods that cannot determine the input ground motion in non-uniform sites, and uses known upward waves to replace unknown free fields, thus solving a long-standing technical problem in this field.

[0116] 2. It breaks through the technical barrier of obtaining the free field in the outer domain of complex non-uniform sites, and can accurately and effectively absorb the outward scattered waves of the site and structure;

[0117] 3. Traditional analysis methods are complex and prone to errors. The cumbersome process in the analysis method of this embodiment can be programmed and encapsulated to develop software with an optimized interactive interface, which is easy for ordinary engineering technicians to master and easy to promote in actual engineering.

[0118] 4. This analysis method deeply optimizes the complex preprocessing, solution and postprocessing processes, and realizes efficient calculation of soil-structure dynamic interaction analysis in complex non-uniform sites. The solution efficiency can meet the requirements of practical engineering.

[0119] Example 2

[0120] This embodiment provides a facility construction method, which can use the facility construction system in Embodiment 4, and specifically includes the following steps:

[0121] Construct a three-dimensional site model of the plant site based on the site where the facility will be built;

[0122] The soil-structure interaction analysis method in complex non-uniform sites described in Example 1 was used to analyze the three-dimensional site model and obtain the analysis results.

[0123] Based on the analysis results, facilities were constructed at the plant site.

[0124] Example 3

[0125] This embodiment provides a soil-structure interaction analysis device for non-uniform sites, which can be used to execute the analysis method in Embodiment 1. The system includes: an acquisition module for acquiring multiple one-dimensional free fields and multiple two-dimensional quasi-plane free fields based on a three-dimensional site model, wherein each two-dimensional quasi-plane free field corresponds to a truncated boundary of the three-dimensional site model, and each one-dimensional free field corresponds to the boundary between two adjacent truncated boundaries in the three-dimensional site model; a one-dimensional analysis module for calculating and obtaining one-dimensional free field analysis results, wherein the one-dimensional free field analysis is divided into two orthogonal horizontal directions and one vertical direction; a two-dimensional analysis module for calculating and obtaining two-dimensional quasi-plane free field analysis results based on the one-dimensional free field analysis results and input ground motion, wherein the two-dimensional quasi-plane free field analysis is divided into two orthogonal horizontal directions and one vertical direction; and a three-dimensional analysis module for calculating and obtaining three-dimensional site model analysis results based on the two-dimensional free field analysis results and input ground motion. All of the above modules can be integrated and packaged on a unified device.

[0126] In this embodiment, a three-dimensional site model can be obtained by refining the three-dimensional non-uniform site based on the detailed site survey data. An automated modeling program can be used to achieve accurate site simulation while using hexahedral meshes, thus ensuring solution accuracy and computational efficiency.

[0127] Example 4

[0128] This embodiment provides a facility construction system that can be used to execute the facility construction method in Embodiment 3. The system includes: a modeling device for constructing a three-dimensional site model of the site based on the site of the facility construction; a soil-structure interaction analysis device from Embodiment 3 for analyzing the three-dimensional site model and obtaining analysis results; and an execution device for constructing the facility at the site based on the analysis results of the soil-structure interaction analysis device.

[0129] It is understood that the above embodiments are merely exemplary implementations used to illustrate the principles of the present invention, and the present invention is not limited thereto. For those skilled in the art, various modifications and improvements can be made without departing from the spirit and essence of the present invention, and these modifications and improvements are also considered to be within the scope of protection of the present invention.

Claims

1. A method for analyzing soil-structure interactions in complex, non-uniform sites, characterized in that, Includes the following steps: Based on the three-dimensional site model, multiple one-dimensional free fields and multiple two-dimensional quasi-plane free fields are obtained. Each two-dimensional quasi-plane free field corresponds to each truncated boundary of the three-dimensional site model, and each one-dimensional free field corresponds to the intersection between each two adjacent truncated boundaries in the three-dimensional site model. Calculate and obtain the analysis results of a one-dimensional free field; The two-dimensional quasi-plane free field analysis results are obtained by calculating the two-dimensional quasi-plane free field based on the one-dimensional free field analysis results and the input ground motion. The three-dimensional site model analysis results are obtained by calculating the three-dimensional site model based on the two-dimensional quasi-plane free field analysis results and the input ground motion.

2. The method for analyzing soil-structure interactions in complex, non-uniform sites according to claim 1, characterized in that, The process of obtaining the two-dimensional quasi-plane free field analysis results based on the one-dimensional free field analysis results and the input ground motion to calculate the two-dimensional quasi-plane free field specifically includes: Artificial boundaries are established at the two sides and bottom edge of the two-dimensional quasi-plane free field based on the properties of the soil and rock materials. The equivalent seismic nodal force input is determined based on the dynamic indices in the one-dimensional free field analysis results at the artificial boundaries on both sides of the two-dimensional quasi-plane free field. The equivalent seismic nodal force input is determined based on the dynamic parameters in the input ground motion; The results of the two-dimensional quasi-plane free field analysis are obtained by performing dynamic artificial boundary calculations based on the input of equivalent seismic nodal forces.

3. The method for analyzing soil-structure interactions in complex, non-uniform sites according to claim 2, characterized in that: Before establishing artificial boundaries based on the properties of soil and rock materials at the two sides and bottom edges of the two-dimensional quasi-plane free field, the degrees of freedom are also bound to the paired nodes located on the two sides of the two-dimensional quasi-plane free field.

4. The method for analyzing soil-structure interactions in complex, non-uniform sites according to claim 1, characterized in that, The process of calculating and obtaining the three-dimensional site model analysis results based on the two-dimensional quasi-plane free field analysis results and the input ground motion specifically includes: Artificial boundaries are established at each cut-off boundary and bottom boundary of the three-dimensional site model based on the properties of the soil and rock materials. The equivalent seismic nodal force input at the artificial boundary at the truncation boundary of the three-dimensional site model is determined based on the dynamic indices in the two-dimensional free field analysis results. The equivalent seismic nodal forces at the bottom boundary of the three-dimensional site model are determined based on the dynamic parameters of the input ground motion. The three-dimensional site model analysis results are obtained by performing dynamic artificial boundary calculations based on the input of equivalent seismic nodal forces.

5. The method for analyzing soil-structure interactions in complex, non-uniform sites according to claim 2 or 4, characterized in that: The dynamic indices in the one-dimensional free field analysis results / the dynamic indices in the two-dimensional free field analysis results include displacement, velocity, and stress.

6. The method for analyzing soil-structure interactions in complex, non-uniform sites according to claim 5, characterized in that, The equivalent seismic nodal forces at the artificial boundaries on both sides of the two-dimensional quasi-plane free field, determined based on the dynamic indices in the one-dimensional free field analysis results, and the equivalent seismic nodal forces at the artificial boundaries at the truncated boundaries of the three-dimensional site model, determined based on the dynamic indices in the two-dimensional free field analysis results, are specifically calculated using the following formula: Among them, F b is the equivalent seismic nodal force; A is the area of ​​the equivalent node. K is the spring stiffness matrix on the artificial boundary, and C is the damping matrix of the damper on the artificial boundary. Both K and C are obtained from the artificial boundary established based on the properties of the soil and rock materials. u、 And σ represents displacement, velocity and stress, respectively, all of which are obtained from the dynamic index in the one-dimensional free field analysis results / the dynamic index in the two-dimensional free field analysis results; To truncate the outward normal direction of the plane containing the boundary, the information in the plane itself or the matrix it represents is obtained from the dynamic index in the one-dimensional free field analysis results / the dynamic index in the two-dimensional free field analysis results.

7. The method for analyzing soil-structure interactions in complex, non-uniform sites according to claim 2 or 4, characterized in that: The dynamic parameters in the input ground motion include upward wave displacement, upward wave velocity, and downward wave displacement.

8. The method for analyzing soil-structure interactions in complex, non-uniform sites according to claim 7, characterized in that, The equivalent seismic nodal forces for determining the artificial boundary at the bottom edge of the two-dimensional quasi-plane free field based on the dynamic parameters of the input ground motion, and the equivalent seismic nodal forces for determining the artificial boundary at the bottom edge of the three-dimensional site model based on the dynamic parameters of the input ground motion, are specifically calculated using the following formula: Among them, F b is the equivalent seismic nodal force; A is the area of ​​the equivalent node. ρc is obtained from the artificial boundary established based on the properties of the rock and soil materials; Where α is a constant, taking 1.33 for spring and damper elements perpendicular to the artificial boundary interface and 0.67 for spring and damper elements parallel to the artificial boundary interface; ρ is the density of the soil and rock material; R is the distance from the scattered wave source to the artificial boundary; c is the damping coefficient, which is taken as the compression wave velocity when the damper is perpendicular to the artificial boundary interface. p When the damper is parallel to the artificial boundary interface, c is taken as the shear wave velocity. s ; u up These represent the upward wave velocity and the upward wave displacement, u. down The downward wave displacement is obtained from the dynamic parameters of the input ground motion.

9. The method for analyzing soil-structure interactions in complex, non-uniform sites according to claim 8, characterized in that, When R'≥100R, and R' is substituted into the formula When R in the analysis is such that the two-dimensional quasi-plane free field / three-dimensional site model does not drift, the input of the equivalent seismic nodal force of the artificial boundary at the bottom edge of the two-dimensional quasi-plane free field determined by the dynamic index of the input ground motion / the input of the equivalent seismic nodal force of the artificial boundary at the bottom edge of the three-dimensional site model determined by the dynamic index of the input ground motion is specifically calculated by the following formula:

10. A method for constructing a facility, characterized in that, Includes the following steps: Construct a three-dimensional site model of the plant site based on the site where the facility will be built; The soil-structure interaction analysis method in complex non-uniform sites as described in any one of claims 1 to 9 is used to analyze the three-dimensional site model and obtain the analysis results; Based on the analysis results, facilities were constructed at the plant site.

11. A soil-structure interaction analysis device, characterized in that, include: The acquisition module is used to acquire multiple one-dimensional free fields and multiple two-dimensional quasi-plane free fields based on the three-dimensional site model. Each two-dimensional quasi-plane free field corresponds to each truncated boundary of the three-dimensional site model, and each one-dimensional free field corresponds to the intersection between each two adjacent truncated boundaries in the three-dimensional site model. The one-dimensional analysis module is used to calculate and obtain one-dimensional free field analysis results; The two-dimensional analysis module is used to calculate the two-dimensional quasi-plane free field analysis results based on the one-dimensional free field analysis results and the input ground motion. The 3D analysis module is used to calculate and obtain the 3D site model analysis results based on the 2D quasi-plane free field analysis results and the input ground motion.

12. A facility construction system, characterized in that, include: Modeling equipment used to construct a three-dimensional site model of the facility construction site; The soil-structure interaction analysis device according to claim 11 is used to analyze the three-dimensional site model and obtain analysis results; The execution equipment is used to construct facilities at the plant site based on the analysis results of the soil-structure interaction analysis equipment.

Images