A pile-slab soilless roadbed seismic performance analysis and evaluation method, electronic equipment and readable storage medium
By constructing a three-dimensional finite element model and combining it with ABAQUS software to simulate seismic action, the seismic performance of pile-slab soilless roadbed was analyzed, weak points were identified, and the problem of insufficient seismic performance of pile-slab soilless roadbed in high-intensity earthquake zones was solved, thus improving the accuracy of analysis and the efficiency of engineering application.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- ZHENGZHOU UNIV
- Filing Date
- 2026-01-28
- Publication Date
- 2026-06-05
AI Technical Summary
Existing technologies have insufficient research on the seismic performance of pile-slab soilless roadbeds in high-intensity earthquake zones, resulting in severe damage to these roadbeds under seismic loads and limiting their large-scale application.
A three-dimensional finite element model based on pile-slab soilless roadbed was constructed. Seismic action was simulated using ABAQUS finite element software. Combining multi-support viscoelastic boundary and equivalent nodal load, the seismic performance of the pile-slab soilless roadbed was analyzed, weak points were identified, and design suggestions were proposed.
It improves the calculation accuracy and efficiency of seismic performance analysis of pile-slab soilless roadbeds, can accurately identify weak parts of the structure, provide design suggestions for actual engineering, and is applicable to pile-slab soilless roadbed structures with different pile-slab node connection forms.
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Figure CN122154276A_ABST
Abstract
Description
Technical Field
[0001] This invention belongs to the technical field of pile-slab soilless roadbed engineering, specifically relating to a method for seismic performance analysis and evaluation of pile-slab soilless roadbed, electronic equipment, and readable storage medium. Background Technology
[0002] With the rapid development of transportation infrastructure, the traffic capacity of early road designs can no longer meet people's needs for road operation and traffic environment. Pile-slab soilless roadbed structures can effectively solve the problems of land acquisition and soil extraction, and can improve the durability, environmental protection and landscape of highways, and are gradually being promoted in highway construction.
[0003] Currently, research on the performance characteristics of pile-slab subgrade systems under seismic loading is significantly insufficient both domestically and internationally. Extensive earthquake disaster surveys indicate that beam bridge structures suffer more severe damage under seismic loading, and the seismic performance of pile-slab subgrade systems, as a simplified beam bridge system supported by piles and slabs, is presumably even more limited. Especially in the central and western regions, where highway mileage is substantial and largely located in high-intensity seismic zones, the lack of sufficient research on the seismic performance of pile-slab subgrade systems seriously hinders their large-scale application. Summary of the Invention
[0004] To address the aforementioned technical problems, this invention provides a method for analyzing and evaluating the seismic performance of pile-slab soilless roadbeds, an electronic device, and a readable storage medium.
[0005] To achieve the above objectives, the present invention is implemented through the following technical solution: The first aspect of this invention provides a method for analyzing and evaluating the seismic performance of pile-slab type soilless roadbeds, comprising the following steps: S1. Based on the pile-slab soilless roadbed structure and actual engineering conditions, construct a three-dimensional finite element model of the pile-slab soilless roadbed and export the inp file of the three-dimensional finite element model.
[0006] S2. Extract the boundary node information file of the three-dimensional finite element model.
[0007] S3. Based on the boundary node information file and the selected seismic time history file suitable for the calculation site, use a self-written Matlab program to generate the spring damping file and equivalent nodal load file of the model boundary node in batches.
[0008] S4. Insert the spring damping file and equivalent nodal load file into the corresponding positions of the three-dimensional finite element model to implement the application of multi-support viscoelastic artificial boundaries and seismic motion, and import the modified inp file of the three-dimensional finite element model into the ABAQUS finite element software.
[0009] S5. Obtain the displacement, acceleration, and internal force response results of the three-dimensional finite element model under seismic loading.
[0010] S6. Based on the response results, extract the displacement and acceleration data of key parts of the precast beam-slab and pile-slab joints, and the internal force data of key parts of the pile-slab joints and pile bodies. Analyze the seismic performance of the pile-slab soilless subgrade, evaluate the potential seismic weak points of the pile-slab soilless subgrade, obtain the evaluation results, and propose corresponding construction design suggestions.
[0011] Based on the above-mentioned method for analyzing and evaluating the seismic performance of pile-slab subgrade without soil, preferably, the specific steps of step S1 are as follows: S1-1. Construct a three-dimensional finite element model of a pile-slab soilless roadbed based on actual engineering conditions, assign material parameters, and mesh the three-dimensional finite element model; the actual engineering conditions include data on precast beams and slabs, pile-slab joints, precast piles, and finite soil; the three-dimensional finite element model is used to reflect the actual structural characteristics of the pile-slab soilless roadbed.
[0012] S1-2. Apply normal boundary conditions to the four sides and bottom of the three-dimensional finite element model.
[0013] Based on the above-mentioned method for analyzing and evaluating the seismic performance of pile-slab subgrade without soil, preferably, the specific steps of step S2 are as follows: S2-1. Apply unit pressure to the four sides and bottom of the three-dimensional finite element model using the load module. Select the support reaction force of the summary point set in the on-site output analysis step to obtain the calculation results. Create a display group in the calculation results and output the total node information file.
[0014] S2-2. In the on-site output analysis step, select the support reaction forces of the four sides and bottom of the output model in sequence to obtain the calculation results and output the node information file of each surface.
[0015] According to the above-mentioned method for seismic performance analysis and evaluation of pile-slab type soilless roadbed, preferably, in step S3, the seismic motion time history file includes a velocity time history file and a displacement time history file.
[0016] Based on the above-mentioned method for analyzing and evaluating the seismic performance of pile-slab subgrade without soil, preferably, the specific steps of step S3 are as follows: S3-1. The seismic input for obtaining nodal forces is obtained using a self-written Matlab program: ; in, The physical meaning is to eliminate the additional resistance caused by the introduction of springs and dampers; For the stress tensor generated at the boundary by free field vibration; These are the damping coefficient and spring stiffness coefficient of the boundary node, respectively; These are the displacement vector and velocity vector of the wave field, respectively; n It is the cosine vector of the outer normal direction of the boundary.
[0017] S3-2. Put the total node information file, the node information files of each face, the velocity time history file, and the displacement time history file into the Matlab self-written program to generate the spring damping file and equivalent nodal load file of the boundary node, namely Amplitude.inp, springs & damping.inp, and load.inp files.
[0018] Based on the above-mentioned method for analyzing and evaluating the seismic performance of pile-slab subgrade without soil, preferably, step S4 involves the following steps: S4-1. In the inp file, place springs&dashpot.inp before *End Assembly; place Amplitude,inp after *End Assembly; and place load,inp after the dynamic implicit analysis *Dynamic statement.
[0019] S4-2. Import the inp file after inserting the keyword into the ABAQUS finite element software, and calculate the application of multi-support viscoelastic boundary and seismic input of the pile-slab soilless subgrade structure.
[0020] According to the above-mentioned method for seismic performance analysis and evaluation of pile-slab type soilless roadbed, preferably, in step S5, the response results include displacement and acceleration data of key parts of the precast beam-slab and pile-slab joints, and internal force data of key parts of the pile-slab joints and pile bodies.
[0021] Based on the above-mentioned method for seismic performance analysis and evaluation of pile-slab type soilless roadbed, preferably, the specific steps of step S6 are as follows: S6-1. Select the ends of each span of the precast beam slab, the mid-span beam section, and the top of each pile-slab node as displacement monitoring points and acceleration monitoring points.
[0022] S6-2. Select the top of the pile-slab joint and the pile body at a certain height from the top of the pile as internal force monitoring points.
[0023] S6-3. Extract the response data from each monitoring point, organize the extracted data to form a clear image; analyze and evaluate the seismic performance of the pile-slab subgrade without soil, identify potential weak points in the structure, and propose design recommendations based on the evaluation results.
[0024] A second aspect of the present invention provides an electronic device, including a memory and a processor, wherein the memory stores a computer program, and the processor executes the computer program to perform any step in the seismic performance analysis and evaluation method for pile-slab soilless roadbed as described in the first aspect.
[0025] A third aspect of the present invention provides a computer-readable storage medium storing a computer program, which, when executed by a computer processor, performs any step in the method for seismic performance analysis and evaluation of pile-slab soilless roadbed as described in the first aspect.
[0026] Compared with the prior art, the beneficial effects of the present invention are as follows: 1. This invention, by simultaneously considering the interaction between traveling wave effect and soil-structure dynamics, applies seismic motion by applying viscoelastic boundaries under multi-support conditions and using equivalent nodal forces, which can effectively improve calculation accuracy and analysis efficiency.
[0027] 2. Through the analysis steps provided, this invention forms a systematic data acquisition, processing and analysis process, which can accurately identify potential weak points in the structure and provide design suggestions for actual engineering construction.
[0028] 3. This invention is applicable to analyzing the dynamic response of pile-slab subgrade structures with different pile-slab node connection forms under seismic loading, which is convenient for practical engineering applications.
[0029] 4. The overall numerical model of the pile-slab soilless roadbed of this invention can simultaneously consider the traveling wave effect and the interaction between soil and structure dynamics. Combined with the numerical model, corresponding seismic analysis methods are proposed to evaluate the weak parts of the pile-slab soilless roadbed structure under seismic action, providing a theoretical basis for the design and construction of pile-slab soilless roadbeds.
[0030] 5. This invention constructs a three-dimensional finite element model of a pile-slab soilless roadbed structure, employs a non-uniform input of seismic waves suitable for multi-support pile-slab soilless roadbed models, and performs seismic performance analysis, calculation, and result evaluation of pile-slab roadbeds. By combining actual engineering geological conditions, this invention establishes a three-dimensional finite element model of a pile-slab soilless roadbed comprising precast beams, pile-slab joints, precast piles, and finite soil. By setting a non-reflective viscoelastic artificial boundary suitable for multi-support pile-slab soilless roadbeds and applying seismic loads to simulate the non-uniform input of seismic waves, it can effectively calculate the seismic response of pile-slab soilless roadbeds. By extracting velocity and acceleration data from precast beams, pile-slab joints, and internal force data from pile-slab joints and piles, it analyzes and evaluates the seismic performance of pile-slab soilless roadbed structures and identifies weak points in the structure under seismic action, providing suggestions for the seismic design of pile-slab soilless roadbeds. This significantly improves the efficiency and reliability of seismic analysis and evaluation of pile-slab structure roadbeds. Attached Figure Description
[0031] Figure 1 This is a flowchart illustrating Embodiment 1 of the present invention; Figure 2This is a schematic diagram of the three-dimensional finite element model in Embodiment 1 of the present invention; Figure 3a This is a schematic diagram of the cross-section of the reinforcing cage-type pile-slab joint in Example 1; Figure 3b This is a schematic cross-sectional view of the steel reinforcement cage-type pile-slab joint in Example 1; Figure 3c This is a schematic diagram of the cross-section of the precast pile in Example 1; Figure 4 This is a schematic diagram of the cross-section of the key beam in Example 1; Figure 5 This is a schematic diagram of the cross-sectional analysis area in Example 1; Figure 6 This is a schematic diagram of the key pile numbering in Example 1; Figure 7a This is a schematic diagram of the vertical displacement of the top of the model node in Example 1; Figure 7b This is a schematic diagram of the vertical displacement of the model beam section in Example 1; Figure 8a This is a schematic diagram of the vertical acceleration at the top of the model node in Example 1; Figure 8b This is a schematic diagram of the vertical acceleration of the model beam cross-section in Example 1; Figure 9a This is a schematic diagram of the axial force at the top of the model node in Example 1; Figure 9b This is a schematic diagram of the shear force at the top of the model node in Example 1; Figure 9c This is a schematic diagram of the bending moment at the top of the model node in Example 1; Figure 10a This is a schematic diagram of the axial force on the model pile in Example 1; Figure 10b This is a schematic diagram of the shear force on the pile body of the model in Example 1; Figure 10c This is a schematic diagram of the bending moment of the model pile in Example 1; In the diagram: 1. Tray; 2. Inner small steel cage longitudinal reinforcement; 3. Inner small steel cage ring reinforcement; 4. Precast pile; 5. Pile end plate; 6. Grouting material; 7. Steel casing; 8. Precast slab; 9. Outer large steel cage longitudinal reinforcement; 10. Outer large steel cage ring reinforcement; 41. Precast pile spiral reinforcement; 42. Prestressed tendon; 43. Ordinary steel reinforcement. Detailed Implementation
[0032] The present invention will be further described in detail below through specific embodiments, but this does not limit the scope of the present invention.
[0033] Example 1 A method for seismic performance analysis and evaluation of pile-slab type soilless roadbed, the process of which is as follows: Figure 1 As shown, it includes the following steps: S1. Based on the pile-slab soilless roadbed structure and actual engineering conditions, construct a three-dimensional finite element model of the pile-slab soilless roadbed and export the inp file of the three-dimensional finite element model.
[0034] The specific steps of step S1 are as follows: S1-1, construct a three-dimensional finite element model of a pile-slab soilless roadbed based on actual engineering conditions, assign material parameters and mesh the three-dimensional finite element model; the actual engineering conditions include data on precast beams and slabs, pile-slab nodes, precast piles and finite soil; the three-dimensional finite element model is used to reflect the actual structural characteristics of the pile-slab soilless roadbed.
[0035] S1-2. Apply normal boundary conditions to the four sides and bottom of the three-dimensional finite element model.
[0036] This embodiment selects one span of a highway pile-slab type soilless subgrade mainline bridge as the research object. This span consists of 8 sections, with a span diameter of 8×6m. The superstructure uses precast concrete slabs with a concrete strength of C40, a standard width of 12.81m, a flange width of 0.9m, and a flange height of 0.24m. The substructure uses prestressed pipe piles with a concrete strength of C80, a pipe pile diameter of 500mm, a wall thickness of 100mm, and a length of 16m, of which 8m is above ground. A finite element method was established in ABAQUS software as follows: Figure 2 The overall model of the pile-slab structure shown is a three-dimensional finite element model. The model is meshed, and after meshing, node sets are created on the four sides and bottom of the model. The mechanical boundary conditions of the model are to apply normal constraints on the four sides and bottom of the model. The material parameters of the structure and soil are shown in Table 1-4.
[0037] The model in this embodiment adopts a reinforced cage-type pile-slab joint connection. The relevant construction of the pile-slab subgrade structure is as follows: Figures 3a-3c As shown, it includes tray 1, inner small steel cage longitudinal bars 2, inner small steel cage ring bars 3, precast pile 4, pile end plate 5, grouting material 6, steel casing 7, precast slab 8, outer large steel cage longitudinal bars 9, outer large steel cage ring bars 10, precast pile spiral bars 41, prestressed tendons 42, and ordinary steel bars 43.
[0038] Table 1: Parameters of the concrete plastic damage model;
[0039] Table 2: Concrete Parameter Table;
[0040] Table 3: Parameters of Reinforcing Steel and Steel Materials;
[0041] Table 4: Soil material parameters;
[0042] S2. Extract the boundary node information file of the three-dimensional finite element model.
[0043] The specific steps of step S2 are as follows: S2-1, apply unit pressure to the four sides and bottom of the three-dimensional finite element model using the load module, select the support reaction force of the output summary point set in the field output analysis step, and obtain the calculation results; create a display group in the calculation results, and output the total node information file by querying the nodes.
[0044] S2-2. In the on-site output analysis step, select the support reaction forces of the four sides and bottom of the output model in sequence to obtain the calculation results and output the node information file of each surface.
[0045] S3. Based on the boundary node information file and the selected seismic time history file suitable for the calculation site, use a self-written Matlab program to generate the spring damping file and equivalent nodal load file of the model boundary node in batches.
[0046] The ground motion time history file includes velocity time history file and displacement time history file.
[0047] The specific steps of step S3 are as follows: S3-1. The seismic input for obtaining nodal forces is obtained using a self-written Matlab program: ; in, The physical meaning is to eliminate the additional resistance caused by the introduction of springs and dampers; For the stress tensor generated at the boundary by free field vibration; These are the damping coefficient and spring stiffness coefficient of the boundary node, respectively; These are the displacement vector and velocity vector of the wave field, respectively; n It is the cosine vector of the outer normal direction of the boundary.
[0048] S3-2. Put the total node information file, the node information files of each face, the velocity time history file, and the displacement time history file into the Matlab self-written program to generate the spring damping file and equivalent nodal load file of the boundary node, namely Amplitude.inp, springs & damping.inp, and load.inp files.
[0049] By differentiating the downloaded ground motion acceleration time history, the velocity and displacement time histories of the ground motion are obtained respectively; based on a self-written Matlab program, the above-generated information files are put into the program to generate Amplitude.inp, load.inp and springs&dashpot.inp files.
[0050] S4. Insert the spring damping file and equivalent nodal load file into the corresponding positions of the three-dimensional finite element model to implement the application of multi-support viscoelastic artificial boundaries and seismic motion, and import the modified inp file of the three-dimensional finite element model into the ABAQUS finite element software.
[0051] The specific steps of step S4 are as follows: S4-1, in the inp file, place springs&dashpot.inp before *End Assembly; place Amplitude,inp after *End Assembly; place load,inp after the dynamic implicit analysis *Dynamic statement.
[0052] S4-2. Import the inp file after inserting the keyword into the ABAQUS finite element software, and calculate the application of multi-support elastic boundary and seismic input of the pile-slab soilless subgrade structure.
[0053] The model's .inp files are imported into ABAQUS by inserting the three generated .inp files into their respective positions within the model: In the model's .inp files, springs&dashpot.inp is placed before *End Assembly; Amplitude,inp is placed after *End Assembly; and load,inp is placed after the *Dynamic statement in the implicit dynamic analysis. The time step and total analysis step time can be adjusted according to the analysis requirements. The .inp files with the inserted keywords are then imported into the ABAQUS finite element software, and the calculation is submitted to achieve vibration input for the pile-slab soilless roadbed.
[0054] S5. Submit the calculation to obtain the response results of the three-dimensional finite element model under seismic loading.
[0055] The response results include displacement and acceleration data of key parts of the precast beam-slab and pile-slab joints, and internal force data of key parts of the pile-slab joints and pile body.
[0056] S6. Based on the response results, extract the displacement and acceleration data of key parts of the precast beam-slab and pile-slab joints, and the internal force data of key parts of the pile-slab joints and pile bodies. Analyze the seismic performance of the pile-slab soilless subgrade, evaluate the potential seismic weak points of the pile-slab soilless subgrade, obtain the evaluation results, and propose corresponding construction design suggestions.
[0057] The specific steps of step S6 are as follows: S6-1, Select the ends of each span of the precast beam slab, the cross section of the beam at mid-span, and the top of each pile slab node as displacement monitoring points and acceleration monitoring points.
[0058] S6-2. Select the top of the pile-slab joint and the pile body at a certain height from the top of the pile as internal force monitoring points.
[0059] S6-3. Extract the response data from each monitoring point, organize the extracted data to form a clear image; analyze and evaluate the seismic performance of the pile-slab subgrade without soil, identify potential weak points in the structure, and propose design recommendations based on the evaluation results.
[0060] By extracting displacement and acceleration data of key components of precast beam-slab and pile-slab joints, as well as internal force data of key components of pile-slab joints and piles from the analysis results; in seismic response analysis, the maximum response of bridges generally occurs at the mid-span or ends of the middle and side spans, while the maximum response of piles generally occurs at the pile top or bottom; since the piles in the side spans are subjected to smaller forces and the piles and slabs are not connected by joints, this embodiment focuses on the dynamic response of the piles and slabs at the joints; such as Figure 4 As shown, bridge sections 1-10 are selected, with the displacement at each section taken from... Figure 5 The larger of the displacements at points a and b; such as Figure 6 As shown, piles #1 and #2, #5 and #6, #3 and #4 were selected as the research piles, and the extreme values of internal forces at distances of 0m, 4m, 8m, 12m and 16m from the pile top were analyzed for each pile.
[0061] Response data from each monitoring point under vertical P-wave incidence were extracted and processed to form a clear image; the peak vertical displacement at the model beam section and pile-slab joint is shown in the figure. Figures 7a-7b As shown, the vertical displacements at the top of the model nodes and the beam cross-sections exhibit a distribution characteristic of "larger in the middle and smaller at both ends." Specifically, the vertical displacement at the top of the nodes in the middle of the model structure is close to 26.00 mm, while the vertical displacements at the top of the nodes at both ends of the structure are close to 21.50 mm. The vertical displacements at the top of the nodes of two nodes on the same cross-section are relatively close. For the bridge cross-sections, the vertical displacements of sections 2-7 are not significantly different, while the vertical displacements of sections 8 and 9 decrease considerably. The above analysis indicates that in actual engineering, the middle of the bridge is prone to damage due to excessive displacement and should be a key area of focus in design and construction.
[0062] Vertical acceleration at the top of the model bridge cross section and nodes, such as Figures 8a-8bAs shown, since the vertical acceleration of bridge sections 1 and 10 is essentially zero, it is not included in the statistics. Under P-wave vertical incidence, the vertical acceleration at the top of the nodes and the bridge sections exhibits a characteristic of "larger in the middle and smaller at both ends." This is because the middle section of the bridge is the core area of structural vibration, experiencing stronger vibration excitation. The vertical acceleration of the nodes in the middle of the model is close to 0.47 m / s². 2 The vertical acceleration at both ends is approximately 0.40 m / s². 2 The vertical acceleration of the middle section of the bridge is approximately 0.53 m / s². 2 The vertical acceleration of the bridge sections at both ends is approximately 0.49 m / s². 2 At nodes on the same cross section, the vertical accelerations are not significantly different due to similar vibration loads. The accelerations of nodes #1 and #2 are slightly greater than those of nodes #5 and #6, mainly because energy dissipation occurs as the incident wave propagates to a distance, resulting in subtle differences in vibration response. The vertical accelerations of sections 2-8 are basically the same, while the vertical acceleration at section 9 is significantly reduced due to end constraints. The above analysis indicates that in actual engineering, the vertical acceleration of the middle section of a bridge, whether at nodes or cross sections, is relatively greater. This area is prone to cracking or damage of beams and nodes due to excessive acceleration, which can even affect the overall load-bearing capacity and safety of the bridge in severe cases. In actual engineering, these areas should be given special attention.
[0063] Figures 9a-9c This is the internal force diagram at the top of the model node; by Figures 9a-9c It can be seen that under the vertical incidence of P-waves, the axial force, shear force, and bending moment at the top of the model nodes all exhibit the characteristic of "small in the middle and large at both ends". This is because the end nodes are more constrained, and the internal forces generated by vibration are difficult to release through deformation, so the internal forces are larger. On the other hand, the middle nodes are far from the boundary and can release some of the forces through moderate deformation, so the internal forces are smaller. The above analysis shows that in actual engineering, the nodes at both ends of the bridge are more prone to compressive failure than those in the middle due to the larger axial force. At the same time, due to the larger shear force and bending moment, they are also more prone to shear failure and bending failure.
[0064] Figures 10a-10c The internal force diagrams for different parts of the model pile are provided by... Figures 10a-10cIt can be seen that the axial force, shear force, and bending moment of the pile body all exhibit the characteristic of "larger at the ends and smaller in the middle"; on the same cross section, the internal force of the inner pile body is slightly larger than that of the outer pile body, mainly because the inner pile body is subject to stronger surrounding constraints, and the vibration energy is not easily diffused outward; the internal forces of the corresponding parts of piles #5 and #6 are smaller than those of piles #1 and #2, because the vibration energy of piles #5 and #6 is gradually dissipated during the transmission process at the end away from the incident wave; the internal force variation characteristics of different parts of the same pile are as follows: as the distance from the pile top increases, the axial force and shear force first increase and then decrease, reaching a peak value near 8m from the pile top; the bending moment of the pile body shows a trend of "first decreasing, then increasing, and then decreasing again" as the distance from the pile top increases, with the maximum value appearing at the pile top.
[0065] The above analysis shows that in actual engineering, the pile body at the end of the bridge is prone to damage; the same pile body is prone to shear failure due to large axial force and shear force near 8m from the pile top, resulting in concrete crushing and steel bar yielding; the pile top is prone to bending failure due to large bending moment. In actual engineering, the above-mentioned parts should be given special attention.
[0066] Example 2 An electronic device includes a memory and a processor, wherein the memory stores a computer program, and the processor executes the computer program to perform any step in the method for seismic performance analysis and evaluation of pile-slab soilless roadbed as described in Embodiment 1.
[0067] Furthermore, the seismic performance analysis and evaluation method for pile-slab subgrades described in Embodiment 1 can be implemented as a computer software program. For example, this embodiment includes a computer program product comprising a computer program carried on a computer-readable medium, the computer program containing program code for performing the method. In such an embodiment, the computer program can be downloaded and installed from a network, and / or installed from a removable medium. When the computer program is executed by a processor, it performs the functions defined in the method of this application.
[0068] Example 3 A computer-readable storage medium storing a computer program, which, when executed by a processor, implements any step in the method for analyzing and evaluating the seismic performance of a pile-slab type soilless roadbed as described in Embodiment 1.
[0069] The computer-readable medium described in this application may be a computer-readable signal medium or a computer-readable storage medium, or any combination thereof. A computer-readable storage medium may be, for example, but not limited to, an electrical, magnetic, optical, electromagnetic, infrared, or semiconductor system, apparatus, or device, or any combination thereof. More specific examples of a computer-readable storage medium may include, but are not limited to: an electrical connection having one or more wires, a portable computer disk, a hard disk, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), optical fiber, portable compact disk read-only memory (CD-ROM), optical storage device, magnetic storage device, or any suitable combination thereof. In this application, a computer-readable storage medium may be any tangible medium containing or storing a program that can be used by or in conjunction with an instruction execution system, apparatus, or device. In this application, a computer-readable signal medium may include a data signal propagated in baseband or as part of a carrier wave, carrying computer-readable program code. Such propagated data signals may take various forms, including but not limited to electromagnetic signals, optical signals, or any suitable combination thereof. Computer-readable signal media can also be any computer-readable medium other than computer-readable storage media, which can send, propagate, or transmit a program for use by or in connection with an instruction execution system, apparatus, or device. The program code contained on the computer-readable medium can be transmitted using any suitable medium, including but not limited to: wireless, wire, optical fiber, RF, etc., or any suitable combination thereof.
[0070] Computer program code for performing the operations of this application can be written in one or more programming languages or a combination thereof, including object-oriented programming languages such as Python and C++, as well as conventional procedural programming languages or similar programming languages. The program code can be executed entirely on the user's computer, partially on the user's computer, as a standalone software package, partially on the user's computer and partially on a remote computer, or entirely on a remote computer or server. In cases involving remote computers, the remote computer can be connected to the user's computer via any type of network—including a local area network (LAN) or a wide area network (WAN)—or can be connected to an external computer (e.g., via the Internet using an Internet service provider).
[0071] In this embodiment, the computer-readable storage medium can be accelerated using hardware such as a GPU. The parallel computing advantage of the GPU is used to accelerate any step in the method for seismic performance analysis and evaluation of pile-slab soilless roadbed as described in Embodiment 1.
[0072] In summary, this invention effectively overcomes the shortcomings of the prior art and has high industrial applicability. The above embodiments are intended to illustrate the substantive content of this invention, but are not intended to limit the scope of protection of this invention. Those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of this invention without departing from the essence and scope of protection of this invention.
[0073] The above embodiments are specific implementations of the present invention, but the implementation of the present invention is not limited to the above embodiments. Any other combination, change, modification, substitution, or simplification that does not exceed the design concept of the present invention shall fall within the protection scope of the present invention.
Claims
1. A method for analyzing and evaluating the seismic performance of pile-slab type soilless roadbed, characterized in that, Includes the following steps: S1. Construct a three-dimensional finite element model based on a pile-slab soilless roadbed and export the inp file of the three-dimensional finite element model. S2. Extract the boundary node information file of the three-dimensional finite element model; S3. Based on the boundary node information file and the selected seismic time history file suitable for the calculation site, use a self-written program to generate spring damping files and equivalent nodal load files for the model boundary nodes in batches. S4. Insert the spring damping file and equivalent nodal load file into the corresponding positions of the three-dimensional finite element model to realize the application of multi-support viscoelastic artificial boundary and seismic motion, and import the modified inp file of the three-dimensional finite element model into the finite element software. S5. Obtain the response results of the three-dimensional finite element model under seismic loading; S6. Analyze the seismic performance of the pile-slab soilless subgrade based on the response results, evaluate the potential weak points of the pile-slab soilless subgrade, obtain the evaluation results, and put forward corresponding construction design suggestions.
2. The method for seismic performance analysis and evaluation of pile-slab type soilless roadbed according to claim 1, characterized in that, The specific steps of step S1 are as follows: S1-1. Construct a three-dimensional finite element model of a pile-slab soilless roadbed based on actual engineering conditions, and mesh the three-dimensional finite element model; the actual engineering conditions include data on precast beams and slabs, pile-slab joints, precast piles, and finite soil; the three-dimensional finite element model is used to reflect the actual structural characteristics of the pile-slab soilless roadbed. S1-2. Apply normal boundary conditions to the four sides and bottom of the three-dimensional finite element model.
3. The method for seismic performance analysis and evaluation of pile-slab type soilless roadbed according to claim 1, characterized in that, The specific steps of step S2 are as follows: S2-1. Apply unit pressure to the four sides and bottom of the three-dimensional finite element model using the load module. Select the support reaction force of the summary point set in the on-site output analysis step to obtain the calculation results. Create a display group in the calculation results and output the total node information file. S2-2. In the on-site output analysis step, select the support reaction forces of the four sides and bottom of the output model in sequence to obtain the calculation results and output the node information file of each surface.
4. The method for seismic performance analysis and evaluation of pile-slab type soilless roadbed according to claim 3, characterized in that, In step S3, the earthquake motion time history file includes a velocity time history file and a displacement time history file.
5. The method for seismic performance analysis and evaluation of pile-slab type soilless roadbed according to claim 4, characterized in that, The specific steps of step S3 are as follows: S3-1. The seismic input for obtaining nodal forces using a self-written program is: ； in, The physical meaning is to eliminate the additional resistance caused by the introduction of springs and dampers; For the stress tensor generated at the boundary by free field vibration; These are the damping coefficient and spring stiffness coefficient of the boundary node, respectively; These are the displacement and velocity vectors of the wave field, respectively; n is the cosine vector of the outward normal direction of the boundary. S3-2. Put the total node information file, the node information files of each face, the velocity time history file, and the displacement time history file into the self-written program to generate the spring damping file and equivalent node load file of the boundary node, namely Amplitude.inp, springs & damping.inp, and load.inp files.
6. The method for seismic performance analysis and evaluation of pile-slab type soilless roadbed according to claim 5, characterized in that, The specific steps of step S4 are as follows: S4-1. In the inp file, place springs&dashpot.inp before *End Assembly; place Amplitude,inp after *End Assembly; place load,inp after the dynamic implicit analysis *Dynamic statement. S4-2. Import the inp file after inserting the keyword into the finite element software, and calculate the application of multi-support viscoelastic boundary and seismic input of the pile-slab soilless subgrade structure.
7. The method for seismic performance analysis and evaluation of pile-slab type soilless roadbed according to claim 1, characterized in that, In step S5, the response results include displacement and acceleration data of key parts of the precast beam-slab and pile-slab joints, and internal force data of key parts of the pile-slab joints and pile bodies.
8. The method for seismic performance analysis and evaluation of pile-slab type soilless roadbed according to claim 1, characterized in that, The specific steps of step S6 are as follows: S6-1. Select the ends of each span of the precast beam slab, the mid-span beam section, and the top of each pile-slab node as displacement monitoring points and acceleration monitoring points; S6-2. Select the top of the pile-slab joint and the pile body at a certain height from the top of the pile as internal force monitoring points; S6-3. Extract the response data from each monitoring point, organize the extracted data to form a clear image; analyze and evaluate the seismic performance of the pile-slab subgrade without soil, identify potential weak points in the structure, and propose design recommendations based on the evaluation results.
9. An electronic device, comprising a memory and a processor, wherein the memory stores a computer program, characterized in that, When the processor executes the computer program, it implements any step in the seismic performance analysis and evaluation method for pile-slab soilless roadbed as described in any one of claims 1-8.
10. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores a computer program, which, when executed by a computer processor, implements any step in the seismic performance analysis and evaluation method for pile-slab soilless roadbed as described in any of claims 1-8.