An urban / suburban railway single-column elevated station structure seismic design method

Abstract

The present application belongs to the field of city area (suburb) railway design, and particularly relates to a kind of city area / suburb railway single-column elevated station structure seismic design method. Including the following steps: formulating the overall seismic performance target of structure, determining the yield failure mechanism of structure under multiple occurrence earthquake, fortification earthquake, rare earthquake; Formulate the performance grade of structural member; Establish the overall calculation model; Perform the bearing capacity checking of structure under non-seismic working condition; Perform the seismic checking of elevated station structure under multiple occurrence earthquake, fortification earthquake, rare earthquake working condition; Analyze the yield failure sequence, member performance grade, overall deformation of structure under each earthquake level, judge whether the overall seismic performance target of structure meets the requirements; If the result meets the requirements, end the calculation. The present application proposes the seismic performance target of elevated station structure under different ground motion level, the performance grade of different member and checking method from four levels of macro state of station structure after earthquake, bearing capacity of member, overall deformation of structure and deformation of member.

Description

Technical Field

[0001] This invention belongs to the field of urban (suburban) railway design, and particularly relates to a seismic design method for a single-column elevated station structure of urban / suburban railways. Background Technology

[0002] With the advancement of my country's new urbanization construction, in order to effectively alleviate urban traffic congestion and promote the coordinated development of large, medium and small cities and towns, the country is accelerating the construction of urban (suburban) railways. Urban (suburban) railway stations are mainly elevated stations, and based on the number of horizontal columns on the first floor, elevated stations are divided into three structural types: single-column structure, double-column structure, and multi-column frame structure.

[0003] Single-column elevated stations have advantages such as small footprint, good visibility, minimal requirement for median strip width, and minimal impact on road traffic, making them popular among construction stakeholders. However, single-column elevated stations in the median of the road exhibit significant differences in longitudinal and lateral lateral stiffness, pronounced torsional effects, and lower lateral stiffness at the bottom and higher at the top, resulting in low structural safety redundancy and greater risk during earthquakes.

[0004] The current "Code for Seismic Design of Urban Rail Transit Structures" proposes a seismic design method for elevated stations that is mainly derived from the seismic design concept of bridge structures and is implemented according to the following principles: under minor earthquakes, the strength and stability of the piers and foundations are verified; under moderate and major earthquakes, ductility design is adopted, and the expected bending plastic hinges are set at the top or bottom of the piers, and the rotation angle of the piers or the rotation angle of the plastic hinge zone is controlled. However, when using this method for the seismic design of single-column elevated stations, the following problems exist: (1) Overall structural safety: single-column elevated stations are frame-supported conversion systems, and the piers are frame-supported columns. If plastic hinges appear at the bottom or top of the piers under earthquake action, it will affect the structural safety; (2) Yield failure mechanism: single-column elevated stations are spatial force-bearing systems with many energy-dissipating components. Under earthquake action, the order in which the piers yield before other components is unreasonable; (3) Component level: only the verification method is proposed for column components and foundations, and no explanation is given for other components such as long cantilever beams, so it is impossible to predict the damage of each component under earthquake action. Therefore, it is necessary to propose a reasonable and feasible seismic design method to enhance the structural safety of elevated stations in urban (suburban) railways. Summary of the Invention

[0005] This invention addresses the shortcomings of existing technologies by providing a seismic design method for single-column elevated station structures in urban (suburban) railways. This method specifies a reasonable yield failure mechanism for single-column elevated stations, meets the performance design requirements of various levels and types of components, and improves the structural safety performance under seismic loads.

[0006] To achieve the above objectives, the present invention adopts the following technical solution:

[0007] This invention provides a seismic design method for a single-column elevated station structure of a suburban railway, comprising the following steps:

[0008] S1. Formulate overall seismic performance targets for the structure and determine the yielding failure mechanism of the structure under frequent earthquakes, design earthquakes, and rare earthquakes.

[0009] S2. Determine the performance levels of structural components;

[0010] S3. Determine the structural materials and geometric dimensions, and establish an overall calculation model;

[0011] S4. Perform structural bearing capacity verification under non-seismic conditions using the elastic design method. If the calculation results meet the code requirements under non-seismic conditions, proceed to the next calculation step; otherwise, adjust the structural materials and geometric dimensions, and repeat steps S3 to S4 until the calculation results meet the code requirements.

[0012] S5. The seismic performance verification under the condition of frequent earthquakes is carried out by using the elastic modal decomposition response spectrum method, and the elastic time history analysis verification is supplemented to meet the seismic performance requirements under the condition of frequent earthquakes.

[0013] S6. The dynamic elastoplastic time history analysis method is used to perform seismic verification of the elevated station structure under the design earthquake condition;

[0014] S7. The dynamic elastoplastic time history analysis method is used to perform seismic verification of the elevated station structure under rare earthquake conditions.

[0015] S8. Analyze the yield failure sequence, component performance level, and overall structural deformation at each seismic level to determine whether the overall seismic performance target of the structure meets the requirements.

[0016] S9. If the calculation results meet the requirements, the calculation ends; otherwise, the structural materials and geometric dimensions should be adjusted, and steps S3 to S8 should be repeated until the calculation results meet the predetermined performance target requirements.

[0017] In one embodiment, in S1, the single-column elevated station is vertically divided into a foundation, a frame-supported layer, and a general frame. The foundation includes piles and a pile cap. The frame-supported layer includes piers, prestressed cap beams, and elevated layer beams and slabs. The general frame includes concourse layer frame columns, concourse layer beams and slabs, platform support columns, platform beams and slabs, and a steel structure roof.

[0018] In one embodiment, in S1, the overall seismic performance target of the structure is selected based on the importance level, seismic fortification category, station function positioning, and owner requirements of the single-column elevated station structure.

[0019] In one embodiment, in S2, the elevated station foundation, frame-supported layer frame, and ordinary frame structure components are classified into three categories: key components, ordinary vertical components, and energy-dissipating components. The foundation includes: key components such as piles and pile caps. The frame-supported layer frame includes: key components such as piers and prestressed cap beams; energy-dissipating components such as the elevated layer beams and slabs. The ordinary frame includes: ordinary vertical components such as the concourse frame columns and platform support columns; energy-dissipating components such as the concourse beams and slabs, platform beams and slabs, and the steel roof structure.

[0020] In one embodiment, in S1 and S2, the yield failure mechanism of a single-column elevated station meets the following requirements: the seismic performance target of the foundation and frame-supported frame should be one level higher than that of the ordinary frame; the structural yield of the ordinary frame should precede that of the frame-supported layer frame and foundation; the ordinary frame should have good elastic-plastic deformation capacity, and the frame-supported frame should have appropriate bearing capacity.

[0021] In one embodiment, in S2, specific performance levels are specified for various components based on seismic performance targets. Based on the performance levels of each component, requirements and calculation methods for bearing capacity, deformation, etc., are established.

[0022] In one embodiment, in S3, the overall calculation model should include the pile foundation, the main structure, and the roof steel structure. A nonlinear soil spring should be used to simulate the relationship between the pile foundation and the ground.

[0023] In one embodiment, in S4, the limit state method is used to verify the bearing capacity of the component, and the allowable bearing capacity method is used to verify the bearing capacity of the component directly bearing the train load.

[0024] In one embodiment, in S4, a construction phase analysis should be performed on the overall structure to simulate the impact of the prestressing tensioning of the prestressed long cantilever member and the entire construction process on the initial internal forces of the structure.

[0025] In one embodiment, in S5, for the main vibration modes, periods, horizontal displacements, base shear forces, and other indicators, the calculation results of the elastic modal response spectrum method and the elastic time history analysis method are compared, and the larger value is taken for envelope design.

[0026] In one embodiment, in steps S5, S6, and S7, a suitable seismic wave should be selected for time history analysis. Compared to frequent earthquakes and design earthquakes, when selecting a seismic wave corresponding to a rare earthquake level, the characteristic period should be increased by 0.05 s.

[0027] In one embodiment, vertical seismic action should be considered in S5, S6, and S7 to ensure the seismic safety of prestressed long cantilever members.

[0028] In one embodiment, in S6 and S7, a fiber model is used to perform elastoplastic time history analysis.

[0029] In one embodiment, in S8, the yield failure sequence of a single-column elevated station is as follows: by component level, ordinary frame > frame-supported frame layer > foundation; by component importance, energy-dissipating components > ordinary vertical components > critical components.

[0030] The seismic design method for single-column elevated station structures in urban (suburban) railways provided by this invention can achieve the following effects:

[0031] 1. The design method provided by this invention proposes seismic performance targets, performance levels of different components, and verification methods for elevated station structures under different seismic motion levels from four levels: the macroscopic state of the station structure after an earthquake, the bearing capacity of components, the overall deformation of the structure, and the deformation of components. It can intuitively and accurately quantify the seismic performance of each component of the elevated station structure and provide a design basis for the seismic performance design of all components.

[0032] 2. The design method provided by this invention divides the elevated station vertically into a frame-supported layer frame and a regular frame. Each of the two is further divided into key components, ordinary vertical components, and energy-consuming components from the perspective of component importance. Specific provisions are made for each component, which can ensure the structural safety of the single-column elevated station in the middle of the road and save materials.

[0033] 3. The design method provided by this invention stipulates that the structural yielding of the ordinary frame precedes that of the frame-supported layer frame. The frame-supported layer frame and the ordinary frame are further defined by the energy dissipation sequence according to the key components, ordinary vertical components and energy dissipation components, so that the single-column elevated station has a reasonable yielding mechanism.

[0034] In addition, the inventive step evidence for this invention is also reflected in the following important aspects:

[0035] 1. After the technical solution of this invention is transformed, limited financial and material resources can be used to improve the seismic resistance of key components and key parts, thereby improving the overall seismic safety performance of single-column elevated stations, which has high social benefits. At the same time, the design process and design methods of components at each level provided by this invention can be used to develop calculation software, which has high commercial promotion value.

[0036] 2. In this invention, the stress characteristics, seismic performance, and functional uses of single-column elevated stations for urban (suburban) railways differ from those of bridges. Single-column elevated stations designed using existing technology are prone to developing plastic hinges at the bottom or top of the piers under seismic loads, affecting structural safety. The seismic design method proposed in this invention causes the structure to yield in the order of energy-dissipating components – ordinary vertical components – critical components under seismic loads, protecting the safety of important components. This provides a new approach to seismic design in this field, not only filling a technological gap both domestically and internationally but also solving a long-standing technical problem that has remained unsolved. Attached Figure Description

[0037] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0038] Figure 1 This is a schematic diagram of the design method for a single-column elevated station structure in a suburban railway according to the present invention;

[0039] Figure 2 This is a cross-sectional view of a single-column elevated station structure in a suburban railway line according to the present invention.

[0040] Attached reference numerals: 1. Pile; 2. Pier cap; 3. Pier column; 4. Prestressed cap beam; 5. Overhead floor beam and slab; 6. Station hall frame column; 7. Station hall beam and slab; 8. Platform support column; 9. Platform beam and slab; 10. Steel structure roof; 11. Train. Detailed Implementation

[0041] The technical solution of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0042] The following is in conjunction with the appendix Figure 1 As shown, this invention provides a seismic design method for a single-column elevated station structure in a suburban railway, comprising the following steps:

[0043] S1. Formulate overall seismic performance targets for the structure and determine the yielding failure mechanism of the structure under frequent earthquakes, design earthquakes, and rare earthquakes.

[0044] S2. Determine the performance levels of structural components;

[0045] S3. Determine the structural materials and geometric dimensions, and establish an overall calculation model;

[0046] S4. Perform structural bearing capacity verification under non-seismic conditions using the elastic design method. If the calculation results meet the code requirements under non-seismic conditions, proceed to the next calculation step; otherwise, adjust the structural materials and geometric dimensions, strengthen components that do not meet the code requirements, and repeat step S4 until the calculation results meet the code requirements.

[0047] S5. The seismic performance verification under the condition of frequent earthquakes is carried out by using the elastic modal decomposition response spectrum method, and the elastic time history analysis verification is supplemented to meet the seismic performance requirements under the condition of frequent earthquakes.

[0048] S6. The dynamic elastoplastic time history analysis method is used to perform seismic verification of the elevated station structure under the design earthquake condition;

[0049] S7. The dynamic elastoplastic time history analysis method is used to perform seismic verification of the elevated station structure under rare earthquake conditions.

[0050] S8. Analyze the component performance level, overall structural deformation, and yield failure sequence under each seismic level to determine whether the overall seismic performance target of the structure meets the requirements.

[0051] S9. If the calculation results meet the requirements, the calculation ends; otherwise, the structural materials and geometric dimensions should be adjusted, and steps S3 to S8 should be repeated until the calculation results meet the predetermined performance target requirements.

[0052] Furthermore, in this embodiment, in S1, the single-column elevated station is vertically divided into a foundation, a frame-supported layer, and a general frame. The foundation includes piles 1 and a pile cap 2. The frame-supported layer includes piers 3, prestressed cap beams 4, and elevated layer beams 5. The general frame includes concourse layer frame columns 6, concourse layer beams 7, platform support columns 8, platform beams 9, and a steel structure roof 10.

[0053] Furthermore, in this embodiment, it can also be considered that, in S1, the overall seismic performance target of the structure is selected based on the importance level, seismic fortification category, station function positioning, and owner requirements of the single-column elevated station structure.

[0054] Furthermore, in this embodiment, in S2, the elevated station foundation, frame-supported layer frame, and ordinary frame structure components are respectively divided into three categories: key components, ordinary vertical components, and energy-dissipating components. The foundation includes: key components 1 piles and 2 pile caps. The frame-supported layer frame includes: key components 3 piers and 4 prestressed cap beams; energy-dissipating components are the elevated layer beams and slabs 5. The ordinary frame includes: ordinary vertical components 6 concourse frame columns and 8 platform support columns; energy-dissipating components are 7 concourse beams and slabs 7, platform beams and slabs 9, and a steel roof structure 10.

[0055] Furthermore, in this embodiment, it can also be considered that the yield failure mechanism of the single-column elevated station in S1 and S2 meets the following requirements: the seismic performance target of the foundation and frame-supported frame should be one level higher than that of the ordinary frame; the structural yield of the ordinary frame should precede that of the frame-supported layer frame and foundation; the ordinary frame should have good elastic-plastic deformation capacity, and the frame-supported frame should have appropriate bearing capacity.

[0056] Furthermore, in this embodiment, specific performance levels can be defined for various components in S2 based on seismic performance objectives. Based on the performance level of each component, requirements and calculation methods for bearing capacity, deformation, etc., are established. Detailed specifications are shown in Table 1 below.

[0057] Table 1: Requirements and calculation methods for bearing capacity, deformation, etc., based on the performance grade of each component.

[0058]

[0059] Furthermore, in this embodiment, the overall calculation model in S3 should include the pile foundation, main structure, and roof steel structure. A nonlinear soil spring should be used to simulate the relationship between the pile foundation and the ground.

[0060] Furthermore, in this embodiment, it can also be considered that in S4, the limit state method is used to verify the bearing capacity of the component, and the allowable bearing capacity method is used to verify the bearing capacity of the component directly bearing the train load.

[0061] Furthermore, in this embodiment, it can also be considered that in S4, a construction phase analysis of the overall structure should be performed to simulate the influence of the prestressing tensioning of the prestressed long cantilever component and the entire construction process on the initial internal forces of the structure.

[0062] Furthermore, in this embodiment, in step S5, for key parameters such as mode shape, period, horizontal displacement, and base shear force, the calculation results of the elastic modal response spectrum method and the elastic time history analysis method are compared, and the larger value is used for envelope design. Specifically: for general structural design, the elastic modal response spectrum method is sufficient. For important structures, the elastic time history analysis method can be used for auxiliary calculation. The two methods are compared and analyzed, and the calculation results of the two methods for important parameters such as mode shape, period, horizontal displacement, and base shear force are compared, and the envelope value is used for design.

[0063] Furthermore, in this embodiment, a fiber model can be used for elastoplastic time history analysis in steps S6 and S7. Specifically, when performing seismic analysis on a structure using elastoplastic time history analysis, the structural members can be simulated using either a fiber model or a plastic hinge model; preferably, a fiber model is used.

[0064] Furthermore, in this embodiment, it can be considered that appropriate seismic waves should be selected for time history analysis in S5, S6, and S7. Compared with frequent earthquakes and fortified earthquakes, when selecting seismic waves corresponding to the level of rare earthquakes, the characteristic period should be increased by 0.05s.

[0065] When performing elastic time history analysis, the following requirements apply to the selection of seismic waves: the average seismic influence coefficient curve of multiple seismic waves should not differ from the seismic influence coefficient curve used in the modal response spectrum method by more than 20% at the period points corresponding to the main vibration modes of the structure; the average base shear force in the main direction of the structure should not be less than 80% of the result calculated by the modal response spectrum method; the calculation result of each seismic wave input should not be less than 65%; and the calculation result of each seismic wave input should not be greater than 135%, with an average of not greater than 120%.

[0066] Furthermore, in this embodiment, vertical seismic action should be considered in steps S5, S6, and S7 to ensure the seismic safety of the prestressed long cantilever component.

[0067] Furthermore, in this embodiment, the yield failure sequence of a single-column elevated station in S8 can be considered as follows: according to the component level, it is ordinary frame > frame-supported frame layer > foundation; according to the importance of the components, it is energy-consuming components > ordinary vertical components > critical components.

[0068] It should be noted that the above ">" means "priority over", that is, ordinary vertical members yield and fail before critical members.

[0069] The following explanation, in conjunction with specific embodiment 1, further illustrates the following:

[0070] Figure 2 This is a single-column elevated station in the middle of a city's suburban railway line. The first floor is an elevated level, the second floor is the concourse level, and the third floor is the platform level. The station is approximately 23.5 meters wide and the total length of the main station structure is approximately 140 meters. The main structure is a reinforced concrete frame structure with a single-column long cantilever "bridge-building" combination. The track beams are reinforced concrete rectangular beams, cast simultaneously with the frame beams. Its seismic fortification category is Class B (Key Fortification Category), the seismic fortification intensity is 7 degrees (0.10g), and the importance level is Level I.

[0071] In S1, such as Figure 2 As shown, pile 1 and pile cap 2 form the foundation; pier column 3, prestressed cap beam 4, and elevated floor beam 5 form the frame-supported layer; and components 6 to 10 form the ordinary frame. The seismic performance target of the foundation and frame-supported layer is one level higher than that of the ordinary frame. Performance targets for the foundation and frame-supported layer: intact or undamaged under frequent earthquakes; basically intact or slightly damaged under design earthquakes; slightly damaged under rare earthquakes. Performance targets for the ordinary frame: intact or undamaged under frequent earthquakes; slightly damaged under design earthquakes; moderately damaged under rare earthquakes.

[0072] Based on the seismic performance targets determined in step S1, specific performance levels for each component are specified. According to the performance levels of each component, the requirements and calculation methods for the bearing capacity, deformation, etc., of each component under the corresponding seismic ground motion level are formulated, as detailed in Table 2.

[0073] In Table 2, the key components of the foundation are pile 1 and pile cap 2; the key components of the frame-supported layer are pier column 3 and prestressed cap beam 4; the energy dissipation components are the overhead floor beams and slabs 5; the ordinary frame is composed of ordinary vertical components such as station hall frame column 6 and platform support column 8; the energy dissipation components are station hall beams and slabs 7 and platform beams and slabs 9; and the steel structure roof is 10.

[0074] Table 2 Seismic verification methods

[0075]

[0076] The seismic verification method given in Table 2 yields the following beneficial effects:

[0077] 1. The regulations stipulate the seismic design of elevated stations from three levels: the macroscopic state of the station structure after the earthquake, the overall deformation of the structure, and the bearing capacity and deformation of the components. This can make up for the deficiencies of the existing codes and improve the overall seismic resistance of the structure.

[0078] 2. This method classifies elevated stations vertically into frame-supported layer frames and ordinary frames. Each type is further classified into key components, ordinary vertical components, and energy-dissipating components based on the importance of the components. Each type is specified separately, which can ensure that the yield failure mechanism of single-column elevated stations in the middle of the road is reasonable and saves materials.

[0079] In steps S3 and S4, an overall model was established using YJK software. The ultimate bearing capacity method and the building industry standard (YJK) were used to verify the bearing capacity of the components. After the verification was successful, the YJK model was imported into Midas / Civil software, and six construction stages were defined: foundation construction stage, pier construction stage, prestressed cap beam and elevated floor beam and slab construction stage, ordinary frame and steel structure roof construction stage, post-decoration load construction stage, and shrinkage and creep construction stage. This was done to consider the influence of prestressed beam tensioning. The allowable bearing capacity method and the railway industry standard (Midas / Civil) were used to verify the bearing capacity of components directly bearing train loads. If the calculation results met the standard requirements under non-seismic conditions, the next calculation was performed; otherwise, the structural materials and geometric dimensions were adjusted, and steps S3 to S4 were repeated until the calculation results met the standard requirements. Finally, the main component information that met the requirements after calculation is detailed in Table 3.

[0080] Table 3 Information on Main Components

[0081]

[0082] In S5, the elastic modal response spectrum method is used to perform seismic calculations under frequent earthquake conditions, outputting the base shear force of each story; seven seismic waves are selected for elastic time history analysis, outputting the average base shear force of each story for the seven seismic waves; by comparing the base shear force ratio of each story, the amplification factor of the modal response spectrum method calculation results is determined: if the response spectrum / elastic time history is ≥ 1, the design is based on the response spectrum calculation results; if the elastic time history / response spectrum is > 1, the design is based on the response spectrum calculation results multiplied by the corresponding amplification factor.

[0083] In S6, S7, and S8, a fiber model is used to perform elastoplastic time history analysis to analyze the component performance level, overall structural deformation, and yield failure sequence under each seismic level, and compare them with the performance targets determined in S1 and S2. If the calculation results meet the requirements, the calculation ends.

[0084] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for seismic design of a structure of a single-column elevated station of a suburban / commuter railway, characterized in that: Includes the following steps: S1. Formulate overall seismic performance targets for the structure, determine the yield failure mechanism of the structure under frequent earthquakes, design earthquakes, and rare earthquakes, and ensure that the yield failure mechanism meets the requirements: the structural yield of ordinary frames precedes that of the frame-supported layer frames and foundations, ordinary frames have good elastic-plastic deformation capacity, and frame-supported frames have appropriate bearing capacity. S2. Establish performance grades for structural components, classifying the foundation, frame-supported layer frame, and ordinary frame structure components of elevated stations into three categories: critical components, ordinary vertical components, and energy-dissipating components. In the foundation: the key components are piles (1) and pile caps (2); In the frame structure: the key components are piers (3) and prestressed cap beams (4); the energy dissipation components are the overhead floor beams and slabs (5). In the ordinary frame: the ordinary vertical components are the station hall frame columns (6) and the platform support columns (8); the energy dissipation components are the station hall beams and slabs (7), the platform beams and slabs (9), and the steel structure roof (10). S3. Determine the structural materials and geometric dimensions, and establish an overall calculation model. The overall calculation model includes the pile foundation, main structure, and roof steel structure. The pile foundation and the foundation should be simulated using a nonlinear soil spring. S4. Use the elastic design method to verify the structural bearing capacity under non-seismic conditions. If the calculation results meet the code requirements under non-seismic conditions, proceed to the next step of calculation; otherwise, return to step S3 to adjust the structural materials and geometric dimensions, and repeat steps S3 to S4 until the calculation results meet the code requirements. S5. Perform seismic verification of the elevated station structure under the condition of frequent earthquakes. Use the elastic modal response spectrum method to perform seismic verification of the elevated station structure under the condition of frequent earthquakes, and supplement with elastic time history analysis verification. For the main vibration modes, periods, horizontal displacements, and base shear force indices, compare the calculation results of the elastic modal response spectrum method and the elastic time history analysis method, and take the larger value for envelope design. S6. Perform seismic verification calculations on the elevated station structure under the design earthquake condition. Use dynamic elastoplastic time history analysis method to perform seismic verification calculations on the elevated station structure under the design earthquake condition. Use fiber model to perform elastoplastic time history analysis. S7. Perform seismic verification of the elevated station structure under rare earthquake conditions. Use dynamic elastoplastic time history analysis method to perform seismic verification of the elevated station structure under rare earthquake conditions. Use fiber model to perform elastoplastic time history analysis. S8. Analyze the yield failure sequence, component performance level, and overall structural deformation at each seismic level to determine whether the overall seismic performance target of the structure meets the requirements. S9. If the calculation result meets the requirements, end the calculation; otherwise, return to step S3 to adjust the structural material and geometric dimensions, and repeat steps S3 to S8 until the calculation result meets the predetermined performance target requirements.

2. The seismic design method for a single-column elevated station structure of an urban / suburban railway according to claim 1, characterized in that: In step S1, the overall seismic performance target of the structure is selected based on the importance level, seismic fortification category, station function positioning, and owner requirements of the single-column elevated station structure.

3. The seismic design method for a single-column elevated station structure of an urban / suburban railway according to claim 1, characterized in that: In step S2, specific performance levels are specified for various components according to the seismic performance objectives, and requirements and calculation methods for bearing capacity, deformation, etc., are formulated based on the performance levels of each component.

4. The seismic design method for a single-column elevated station structure of an urban / suburban railway according to claim 3, characterized in that: The single-column elevated station is vertically divided into a foundation, a frame-supported layer, and a general frame, wherein: The foundation includes piles (1) and pile caps (2); The frame structure includes piers (3), prestressed cap beams (4), and overhead floor beams (5). The ordinary frame includes station hall frame columns (6), station hall beams and slabs (7), platform support columns (8), platform beams and slabs (9), and steel structure roof (10).

5. The seismic design method for a single-column elevated station structure of an urban / suburban railway according to claim 1, characterized in that: In step S4, the limit state method is used to verify the bearing capacity of the components, and the allowable bearing capacity method is used to verify the bearing capacity of the components directly bearing the train load.

6. The seismic design method for a single-column elevated station structure of an urban / suburban railway according to claim 1, characterized in that: In step S8, the yield failure sequence of a single-column elevated station is as follows: by component level, ordinary frame > frame-supported frame layer > foundation; by component importance, energy-dissipating components > ordinary vertical components > critical components.

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