Subway upper cover structure with basement and capable of achieving vibration and vibration separate control and design method of subway upper cover structure

Abstract

The invention discloses a subway upper cover structure with a basement and capable of achieving vibration and vibration sub-control and a design method of the subway upper cover structure. The subway upper cover structure comprises an overground structure, a basement structure and a steel spring support. A steel spring support is arranged between at least one overground column of the overground structure and a basement column of the basement structure; the steel spring support comprises an upper buttress column, a lower buttress column, a first-layer beam connected with the upper buttress column, a lower buttress beam connected with the lower buttress column, more than one vibration isolator and vibration isolator embedded parts, and the more than one vibration isolator is connected with the upper buttress column and the lower buttress column through the vibration isolator embedded parts. The vibration isolator comprises a steel spring, the first-layer beam and the upper buttress column are both connected with a first-layer floor slab of the basement structure, the first-layer floor slab of the basement structure is rigidly connected with an overground column of the overground structure, and the lower buttress column is rigidly connected with a basement column of the basement structure. The steel spring support can be flexibly arranged and does not need to be fully distributed, and the vibration isolation efficiency is high.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of vibration control, and particularly relates to a subway upper cover structure with a basement for realizing vibration control and a design method thereof. BACKGROUND

[0002] The expansion of the subway network has driven the intensive development of high-rise buildings along the line. The number of complaints and disputes about vibration and secondary noise caused by subway vibration is increasing day by day. At present, in order to solve the influence of subway operation on building vibration and secondary noise, the end of the building is often damped by laminated rubber bearing (three-dimensional isolation bearing) for vibration control, at the same time, the subway vibration and earthquake vibration are isolated, vibration and earthquake control is realized, and the cost is relatively high. The vertical stiffness of laminated thick rubber bearing is relatively large, the vibration isolation effect is poor, and a certain height of vibration isolation layer needs to be added, which increases the amount of structural materials; three-dimensional isolation bearing requires high structure, the calculation and analysis of the structure are complicated, and the vertical and horizontal loads of the upper structure need to be transmitted to the structure foundation through the isolation; according to the current national standard "Building Isolation Design Standard" (GB / T 51408-2021), the structure using three-dimensional isolation bearing needs to be designed according to the medium earthquake, for high-rise buildings, due to the limited horizontal damping effect, the earthquake force under the medium earthquake is large, the size and reinforcement of the components are larger than those of the conventional structure, and the foundation also needs to meet the stress requirement under the medium earthquake, which will generally result in a relatively large cost of the scheme. SUMMARY

[0003] The present application aims to overcome the shortcomings and deficiencies of the prior art, and provides a subway upper cover structure with a basement for realizing vibration control.

[0004] Another object of the present application is to provide a design method of a subway upper cover structure with a basement for realizing vibration control.

[0005] The object of the present application is achieved by the following technical solutions:

[0006] A subway upper cover structure with a basement for realizing vibration control, comprising an above-ground structure, a basement structure and a steel spring support; a steel spring support is arranged between at least one above-ground column of the above-ground structure and a basement column of the basement structure, and the above-ground column of the above-ground structure is connected with the basement column of the basement structure at a position where no steel spring support is arranged; wherein the steel spring support comprises an upper buttress column, a lower buttress column, a first layer beam connected with the upper buttress column, a lower buttress beam connected with the lower buttress column, one or more than one vibration isolator and a vibration isolator embedded part, and the one or more than one vibration isolator is connected with the upper buttress column and the lower buttress column through the vibration isolator embedded part; the vibration isolator comprises a steel spring, the first layer beam and the upper buttress column are connected with the first layer floor of the basement structure, and the first layer floor of the basement structure is rigidly connected with the above-ground column of the above-ground structure, and the lower buttress column is rigidly connected with the basement column of the basement structure;

[0007] The steel spring supports and the basement columns connected to the steel spring supports are not in contact with the basement air-raid shelter wall of the basement structure.

[0008] A subway superstructure with a basement for vibration control includes an above-ground structure, a basement structure, and steel spring supports. At least one above-ground column of the above-ground structure is connected to a basement column of the basement structure via a steel spring support. Where steel spring supports are not provided, the above-ground column of the above-ground structure is connected to the basement column of the basement structure. Each steel spring support includes an upper support column, a lower support column, a first-floor beam connected to the upper support column, a lower support beam connected to the lower support column, one or more vibration isolators, and embedded vibration isolators. The vibration isolators are connected to the upper and lower support columns respectively via the embedded vibration isolators. Each vibration isolator includes a steel spring. The first-floor beam and the upper support column are both connected to the first-floor slab of the basement structure, and the first-floor slab of the basement structure is rigidly connected to the above-ground column of the above-ground structure. The lower support column is rigidly connected to the basement column of the basement structure.

[0009] The steel spring support and the basement column connected to the steel spring support are in contact with the basement air-raid shelter wall of the basement structure; the basement air-raid shelter slab is installed at the lower support beam, and the elevation of the top of the basement air-raid shelter wall to the basement air-raid shelter slab is the same.

[0010] A better option is that the basement structure includes a ground floor slab, basement columns, basement side walls, and basement shear walls containing a basement air-raid shelter wall; the ground floor slab is connected to the basement columns, basement side walls, and basement shear walls; the above-ground structure includes above-ground beams, above-ground columns, above-ground shear walls, and above-ground floor slabs; the above-ground floor slabs are connected to the above-ground beams and above-ground shear walls, and the above-ground beams are connected to the above-ground columns and above-ground shear walls.

[0011] A better option is to place the vibration isolators below the first floor slab of the basement structure to achieve vibration control. The number of vibration isolators corresponding to a single steel spring support is determined based on the column base force and the vertical bearing capacity limit of a single vibration isolator.

[0012] A better option is that when the distance between the basement column and basement shear wall at the steel spring support and the basement sidewall and basement shear wall of the basement structure without steel spring support exceeds a preset value, a shear wall is set on the outer side of the basement vibration isolation interlayer. The basement vibration isolation interlayer is the interlayer between the lower support column and the first floor slab of the basement structure.

[0013] A better option is to install the steel spring supports between local above-ground columns and basement columns within a 50m radius of the subway vibration influence range, without needing to cover the entire area, and the arrangement range of the steel spring supports is reduced through vibration analysis iteration.

[0014] A better option is to use a cylindrical helical spring.

[0015] Another objective of this invention is achieved through the following technical solution:

[0016] A design method for a subway superstructure with a basement that achieves vibration control includes the following steps:

[0017] S1. Design the above-ground and underground structures without steel spring supports, and determine the component dimensions of the above-ground and underground structures;

[0018] S2. Establish the first overall structural model based on the component dimensions of the above-ground and underground structures, evaluate the vibration of the first overall structural model, and determine whether the evaluation results meet the code requirements. If they do, the design of the first overall structural model is completed. No vibration reduction design is performed on the first overall structural model.

[0019] If not satisfied, proceed to step S3;

[0020] S3. Determine the steel spring support parameters based on the ground column base force of the above-ground structure, and construct the steel spring support according to the steel spring support parameters;

[0021] S4. Incorporate the steel spring supports into the first overall structural model to obtain the second overall structural model. Perform an overall vibration analysis on the second overall structural model: evaluate the vibration of the second overall structural model and determine whether the evaluation results meet the specifications. If they do, determine the arrangement range of the steel spring supports and proceed to step S5. The arrangement range of the steel spring supports is narrowed through iterative optimization.

[0022] The structure of the second overall structural model is the subway superstructure with basement that achieves vibration and seismic control as described above;

[0023] If not satisfied, proceed to step S3;

[0024] S5. Perform seismic analysis on the overall model of the second structure that meets the code requirements in step S4, obtain the analysis results, and determine whether the analysis results meet the code requirements; if not, adjust the overall model of the second structure and perform the seismic analysis again until the code requirements are met.

[0025] If satisfied, proceed to step S6;

[0026] S6. Verify the force transmission of the first floor slab structure of the second overall structural model that meets the specifications in step S5: Perform structural analysis under rare earthquakes and obtain the analysis results. When all indicators of the analysis results meet the specifications, complete the design of the second overall structural model. Among them, the structural analysis under rare earthquakes includes analyzing the tension and shear forces of the steel spring supports and the forces on the upper and lower support columns of the steel spring supports.

[0027] A better option is to evaluate the vibration of the overall model of the first structure in step S2, as detailed below:

[0028] ;

[0029] ;

[0030] ;

[0031] in, The vibration decibel is the vibration acceleration level of the first overall structural model after weighting factor correction. The weighting coefficients for the j-th 1 / 3 octave band during vibration of the overall model of the first structure; denoted as the root mean square value of the acceleration in the j-th 1 / 3 octave band when the overall model of the first structure vibrates; Reference acceleration, equal to 10 -6 m / s 2 ; The vibration acceleration level at 1 / 3 octave band when the overall model of the first structure vibrates; The vibration level of the i-th 1 / 3 octave band when the first overall structural model is used;

[0032] When the overall model of the first structure is during the day and night When the vibration of the first structural overall model is less than or equal to the specification limit, the vibration of the residential bedroom meets the specification.

[0033] A better option is to use the following parameters in step S3: the vertical stiffness, horizontal stiffness, and bending stiffness of the steel spring support. The number of vibration isolators is determined based on the ground column base force of the above-ground structure and the vertical bearing capacity limit of a single vibration isolator. The specific calculation formula for the parameters of the steel spring support with four vibration isolators as a group is as follows:

[0034] ;

[0035] , ;

[0036] , ;

[0037] ;

[0038] ;

[0039] ;

[0040] , ;

[0041] , ;

[0042] , ;

[0043] in, The frequency of the steel spring in a set of steel spring supports. It is the acceleration due to gravity. This refers to the compression of the steel spring in a set of steel spring supports. For the number of vibration isolators, For the vertical stiffness of a set of steel spring supports, For the vertical stiffness of a single vibration isolator, For constant load, For live load, For a set of steel spring supports, the horizontal stiffness is... For the horizontal stiffness of a single vibration isolator, For the vertical force of a single vibration isolator, For the compressive deformation of a single vibration isolator, These are the X-direction and Y-direction bending moments of a set of steel spring supports, respectively. These represent the X-axis and Y-axis rotation angles of a set of steel spring supports. These are the center distances of the vibration isolators in the X and Y directions, respectively. These are the tensile and compressive bending stiffnesses in the X and Y directions of a set of steel spring supports, respectively. The bending stiffness of a single vibration isolator is provided directly by the manufacturer. These are the total bending stiffness in the X and Y directions of a set of steel spring supports, respectively.

[0044] A better option, in step S6, is the analysis of the tensile and shear forces on the steel spring support under the rare earthquake, which is as follows:

[0045] ;

[0046] ;

[0047] in, For the shear force of steel spring supports under rare earthquakes, This refers to the tensile force of the steel spring support under rare earthquakes. This refers to the horizontal force acting on the top surface of the upper support column; The vertical force acting on the top surface of the upper support column; The self-weight of the steel springs in the upper support column and steel spring bearing; This refers to the number of vibration isolators under the upper support column; , The torques acting on the top surface of the upper support column along the x and y axes passing through the centroid of the steel spring support group are the torques. , Let be the distance from the i-th steel spring support to the y-axis and x-axis of the centroid of the steel spring support group;

[0048] When the steel spring support is subjected to shear force during a rare earthquake ,pull Less than the horizontal bearing capacity limit of the steel spring support and vertical tensile bearing capacity limit If the requirements are met, then the model of the steel spring support should be reselected or the number of steel springs in the steel spring support should be increased; among which, the horizontal bearing capacity limit of the steel spring support... and vertical tensile bearing capacity limit All are provided by the manufacturer.

[0049] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0050] 1. The steel spring support of the present invention can be flexibly arranged in blocks, without the need for the entire structure to be covered with steel spring supports, which can reduce the number of steel spring supports and reduce the cost of steel spring supports.

[0051] 2. The present invention has high vibration isolation efficiency. Because the vertical stiffness of the steel spring support is small, according to the vibration isolation principle, the frequency ratio is large and the vibration reduction efficiency is high.

[0052] 3. This invention adopts conventional minor earthquake design. Only the stress of the upper and lower support columns, the tension and shear force of the steel spring bearings in local key connection nodes need to be checked for bearing capacity under rare earthquakes. There is no need to design the entire structure for moderate earthquakes, which can reduce the size of components and save material usage.

[0053] 4. The vibration isolation interlayer of the present invention only requires the installation of a lower support beam at the lower support column, without the need to add a vibration isolation interlayer floor slab. The corresponding basement burial depth is not increased, which can save costs. Equipment ducts can pass through the vibration isolation interlayer without affecting the net height. Attached Figure Description

[0054] Figure 1 Flowchart of the design method for vibration control devices for subway superstructures;

[0055] Figure 2 Structural diagram of the vibration control device for subway superstructure buildings;

[0056] Figure 3 Here is a structural diagram of a steel spring support;

[0057] Figure 4 Force diagram of the lower support column of a steel spring bearing with two vibration isolators as a group;

[0058] Figure 5Force diagram of the lower support column of a steel spring bearing with three vibration isolators as a group;

[0059] Figure 6 A diagram showing the bending stiffness analysis of steel spring supports with two or three vibration isolators as a group;

[0060] Figure 7 Force diagram of the lower support column of a steel spring bearing with 4 vibration isolators as a group;

[0061] Figure 8 Force diagram of the lower support column of a steel spring bearing with 6 vibration isolators as a group;

[0062] Figure 9 The L1 analysis diagram is shown for the bending stiffness of steel spring supports with 4 or 6 vibration isolators as a group.

[0063] Figure 10 L2 analysis diagram for the bending stiffness of steel spring supports with 4 or 6 vibration isolators as a group;

[0064] The meanings of the reference numerals in the attached figures are as follows:

[0065] 1-Steel spring support; 2-Upper support pier column; 3-Lower support pier column; 4-First floor beam; 5-Lower support pier beam; 6-Vibration isolator; 7-Vibration isolator embedded part; 8-First floor slab; 9-Above-ground column; 10-Basement column; 11-Basement side wall; 12-Basement shear wall; 13-Metro vibration influence range. Detailed Implementation

[0066] The present invention will be further described in detail below with reference to the embodiments and accompanying drawings, but the embodiments of the present invention are not limited thereto.

[0067] Example 1

[0068] like Figure 2 and Figure 3As shown, a subway superstructure with a basement for vibration control includes an above-ground structure, a basement structure, and steel spring supports 1. At least one above-ground column 9 of the above-ground structure is connected to a basement column 10 of the basement structure via a steel spring support. The basement structure includes a ground floor slab 8, basement columns 10, basement side walls 11, and a basement shear wall 12 containing a basement air-raid shelter wall. The above-ground structure includes above-ground beams, above-ground columns 9, above-ground shear walls, and above-ground floor slabs. The ground floor slab 8 is connected to the basement columns 10, basement side walls 11, and basement shear walls 12. The above-ground floor slabs are connected to the above-ground beams and above-ground shear walls, and the above-ground beams are connected to the above-ground columns 9 and above-ground shear walls. Where steel spring support 1 is not installed, the above-ground column 9 is connected to the basement column 10; the steel spring support 1 includes an upper support column 2, a lower support column 3, a first-floor beam 4 connected to the upper support column 2, a lower support beam 5 connected to the lower support column 3, one or more vibration isolators 6, and vibration isolator embedded parts 7. The one or more vibration isolators 6 are connected to the upper support column 2 and the lower support column 3 respectively through the vibration isolator embedded parts 7; the vibration isolator 6 includes a steel spring, the first-floor beam 4 and the upper support column 2 are both connected to the first-floor slab 8, and the first-floor slab 8 is rigidly connected to the above-ground column 9, and the lower support column 3 is rigidly connected to the basement column 10. In addition, the top of the first-floor beam 4 and the top of the upper support column 2 are flush with the top of the first-floor slab 8.

[0069] The first-floor beam 4 is set on the side of the upper support column 2. One or more vibration isolators 6 are connected to the lower end of the upper support column 2 and the upper end of the lower support column 3 respectively through vibration isolator embedded parts 7. The lower end of the lower support column 3 is connected to the basement column 10. The lower support beam 5 is set on the side of the lower support column 3. The steel spring bearing 1 is set between the local above-ground column 9 and the basement column 10 within the 50m range of the subway vibration influence range 13. It does not need to be fully distributed. The arrangement range of the steel spring bearing 1 is reduced through vibration analysis iteration. The steel spring in the steel spring bearing 1 is a cylindrical helical spring. The number of vibration isolators 6 corresponding to a single steel spring bearing 1 is determined according to the bottom force of the above-ground column 9 and the vertical bearing capacity limit of a single vibration isolator 6.

[0070] The basement structure must be at least one story high enough to meet clearance requirements. The basement structure is buried in the ground on all sides, with complete basement side walls 11 around the perimeter and a certain number of air-raid shelter walls distributed in the center. The first-floor slab 8 must have sufficient rigidity to serve as a fixed end for the above-ground structure. The thickness of the first-floor slab 8 must not be less than 180mm, and the thickness of the first-floor slab 8 at the steel spring support 1 should not be less than 200mm. The shear force of the above-ground column 9 at the steel spring support 1 is transferred to the basement side walls 11 and basement shear walls 12 through the first-floor slab 8. When the basement sidewall 11 and basement shear wall 12 without steel spring supports are far from the basement columns and basement shear walls at the steel spring support 1, a certain number of shear walls are added at a suitable location one span outside the basement vibration isolation mezzanine. The shear walls can be set only in the basement. The basement vibration isolation mezzanine is the mezzanine between the lower support column 3 and the first floor slab 8 of the basement structure. One span refers to the distance between two basement columns 10. The basement air-raid shelter wall is separated from the steel spring support 1 to ensure that the vertical stiffness of the steel spring support 1 is not affected. When the basement air-raid shelter wall cannot be separated from the steel spring support 1, a basement air-raid shelter slab with a thickness of not less than 250mm is set at the lower support beam 5. The top of the basement air-raid shelter wall reaches the elevation of the basement air-raid shelter slab, but cannot reach the elevation of the first floor slab 8.

[0071] The vibration control structure and design method are limited to subway-connected buildings with basements. The main reason is that for subway-connected buildings and buildings along the line, the impact of subway vibration is mainly structural vibration and secondary noise caused by vertical vibration. Structures with basements have an inherent advantage because the basement structure has side walls and air-raid shelter walls with greater horizontal stiffness. For basement structures with a complete first-floor slab 8, the horizontal stiffness requirement for vibration isolators 6 is relatively small. Vibration isolators 6 mainly handle vertical loads and isolate vertical vibrations from the subway, thereby achieving vibration control.

[0072] like Figure 1 As shown, a design method for a subway superstructure with a basement that achieves vibration control includes the following steps:

[0073] S1. Design the above-ground and underground structures without steel spring supports 1, and determine the component dimensions of the above-ground and underground structures;

[0074] S2. Establish the first overall structural model based on the component dimensions of the above-ground and underground structures, evaluate the vibration of the first overall structural model, and determine whether the evaluation results meet the code requirements. If they do, the design of the first overall structural model is completed. No vibration reduction design is performed on the first overall structural model.

[0075] If not satisfied, proceed to step S3;

[0076] S3. Determine the parameters of steel spring support 1 by using the bottom force of the ground column 9 of the ground structure, and construct steel spring support 1 according to the parameters of steel spring support 1;

[0077] S4. Incorporate the steel spring support 1 into the first overall structural model to obtain the second overall structural model. Perform an overall vibration analysis on the second overall structural model: evaluate the vibration of the second overall structural model and determine whether the evaluation results meet the specifications. If they do, determine the arrangement range of the steel spring support 1 and proceed to step S5. The arrangement range of the steel spring support 1 is narrowed through iterative optimization.

[0078] The structure of the second overall structural model is the subway superstructure with basement that achieves vibration and seismic control as described above;

[0079] If not satisfied, proceed to step S3;

[0080] S5. Perform seismic analysis on the overall model of the second structure that meets the code requirements in step S4, obtain the analysis results, and determine whether the analysis results meet the code requirements; if not, adjust the overall model of the second structure and perform the seismic analysis again until the code requirements are met.

[0081] If satisfied, proceed to step S6;

[0082] S6. Verify the force transmission of the first floor slab structure of the second overall structural model that meets the specifications in step S5: Perform structural analysis under rare earthquake conditions and obtain the analysis results. When all indicators of the analysis results meet the specifications, complete the design of the second overall structural model. The structural analysis under rare earthquake conditions includes analyzing the tension and shear forces of the steel spring support 1 and the forces on the upper support column 2 and the lower support column 3 in the steel spring support 1.

[0083] In the above steps, the first overall structural model and the second overall structural model were obtained by simulation using YJK calculation software, and the vibration of the first overall structural model and the second overall structural model was evaluated using ABAQUS software.

[0084] In step S2, the vibration of the overall model of the first structure is evaluated. The evaluation needs to be based on the vibration response index of the overall model of the first structure, such as the Z-level. 1 / 3 octave band vibration acceleration level The "Urban Area Environmental Vibration Standard" GB10070-88 and the "Standard for Indoor Vibration Limits and Measurement Methods of Residential Buildings" GB / T 50355-2018 quantify the vibration response index of the first structural overall model, which must meet certain limits.

[0085] The vibration of the overall model of the first structure was evaluated, and the specific analysis is as follows:

[0086] ;

[0087] ;

[0088] ;

[0089] in, The vibration decibel is the vibration acceleration level of the first overall structural model after weighting factor correction. The weighting coefficients for the j-th 1 / 3 octave band during vibration of the overall model of the first structure; denoted as the root mean square value of the acceleration in the j-th 1 / 3 octave band when the overall model of the first structure vibrates; Reference acceleration, equal to 10 -6 m / s 2 ; The vibration acceleration level at 1 / 3 octave band when the overall model of the first structure vibrates; The vibration level of the i-th 1 / 3 octave band when the first overall structural model is used;

[0090] When the overall model of the first structure is during the day and night When the vibration of the first structural overall model is less than or equal to the code limit, the vibration of the residential bedroom meets the code, where the code limit is the daytime vibration. ,at night .

[0091] In step S3, when the four vibration isolators 6 form a group of steel spring supports 1, the force diagram of the lower support column 3 of the steel spring supports 1 is as follows. Figure 7 As shown, the bending stiffness analysis diagram is as follows: Figure 9 and Figure 10 As shown, the parameters of the steel spring support 1 are its vertical stiffness, horizontal stiffness, and bending stiffness. The number of vibration isolators 6 is determined based on the base force of the ground column 9 in the above-ground structure and the vertical bearing capacity limit of a single vibration isolator 6. The base force of the ground column 9 in the above-ground structure is calculated by software, and the vertical bearing capacity limit of a single vibration isolator 6 is provided by the manufacturer. The calculation formula for the parameters of the steel spring support 1 is as follows:

[0092] ;

[0093] , ;

[0094] , ;

[0095] ;

[0096] ;

[0097] ;

[0098] , ;

[0099] , ;

[0100] , ;

[0101] in, The frequency of the steel spring in a set of steel spring supports 1 is... It is the acceleration due to gravity. The compression of the steel spring in a set of steel spring supports 1. The number of vibration isolators is 6. For the vertical stiffness of a set of steel spring supports 1, For a single vibration isolator, 6 vertical stiffness, For constant load, For live load, For the horizontal stiffness of a set of steel spring supports 1, For a single vibration isolator, the horizontal stiffness is 6. For the vertical force of a single vibration isolator 6, For the compressive deformation of a single vibration isolator 6, These are the X-direction and Y-direction bending moments of a set of steel spring supports 1, respectively. These represent the X-axis and Y-axis rotation angles of a set of steel spring supports 1, respectively. The center distances of the six vibration isolators in the X and Y directions are respectively. These are the tensile and compressive bending stiffnesses of a set of steel spring supports 1 in the X and Y directions, respectively. The bending stiffness of a single vibration isolator 6 is provided directly by the manufacturer. These are the total bending stiffness in the X and Y directions of a set of steel spring supports 1, respectively.

[0102] In step S4, the vibration impact range of the subway is determined. According to the Technical Guidelines for Environmental Impact Assessment (HJ453-2018), the vibration / noise environmental assessment range for subways and light rails is usually 50m on both sides of the centerline of the line. If necessary, the vibration environmental assessment range and the indoor secondary structure noise impact assessment range can be appropriately reduced or expanded according to the actual situation of the project and environmental impact. For example, the indoor secondary structure noise assessment range for subway underground lines with a horizontal circular curve radius of <500m or under rock and hard soil geological conditions can be expanded to 60m on both sides of the centerline of the line. In actual operation, the range will be reduced as much as possible under the premise that vibration and noise meet the requirements of the specifications in order to reduce the project cost.

[0103] The vibration of the second overall structural model is evaluated using the same method as in step S2, and will not be repeated here. Based on the evaluation results of the vibration of the second overall structural model, the arrangement range of the steel spring support 1 is determined. If the evaluation results meet the requirements of the specifications, the arrangement range of the steel spring support 1 can be reduced, and the vibration evaluation of the second overall structural model is carried out again. The optimal solution for the arrangement range of the steel spring support 1 is obtained through iterative reduction.

[0104] In step S5, a seismic analysis of the second structural model under vertical loads, seismic action, and wind loads is performed: the impact of applying steel spring supports 1 on the above-ground structure is evaluated, mainly analyzing the structural period, torsional effect, torsional displacement ratio, inter-story drift angle, seismic shear force, and overturning moment of the above-ground structure, and the analysis results are obtained; it is determined whether the analysis results meet the code. When the analysis results do not meet the code, the second structural model is strengthened and adjusted accordingly, such as adding shear walls locally and adjusting the component sections: by increasing the size of steel spring supports 1. The above-ground beams and columns 9 of the regional above-ground structure achieve improved structural stiffness, especially torsional stiffness; the stiffness distribution of the above-ground beams, columns 9, and shear walls is adjusted to reduce the torsional factor and torsional displacement ratio of the above-ground beams, columns 9, and shear walls, and to reduce the displacement angle of the above-ground beams, columns 9, and shear walls, ensuring that the overall indicators of the above-ground structure are within the code limits; in areas where steel spring supports 1 are arranged for 1 to 2 spans outside, several shear walls are added to the above-ground structure according to the building plan to mitigate the adverse effects caused by the low vertical stiffness of steel spring supports 1.

[0105] In step S6, based on step S5, the force transmission of the first-floor slab structure of the second overall structural model is reviewed. According to the stress requirements, when the tensile stress of the first-floor slab exceeds... The shear stress exceeds 0.7. At that time, the floor slabs in the corresponding areas should be appropriately thickened and strengthened to ensure the structural force transmission during rare earthquakes. This refers to the standard value of the axial tensile strength of concrete; for basements with large planar dimensions, the shear force of the above-ground column 9 at steel spring support 1 is entirely transferred to the basement side wall 11 and basement shear wall 12 through the first-floor slab 8. The formula for calculating the shear force of the above-ground column 9 at steel spring support 1 is:

[0106] ;

[0107] in, This represents the shear force of all above-ground columns 9 in the above-ground structure. This refers to the shear force of a single basement shear wall 12. When the basement sidewall 11 and basement shear wall 12 without steel spring supports are far from the basement columns and basement shear walls at the steel spring support 1 (the distance exceeds 2 spans or 20m), the horizontal force transmission path is too long. A certain number of shear walls can be added at a suitable position one span outside the basement vibration isolation interlayer. The shear walls can be set only in the basement. The basement air-raid shelter wall should be separated from the steel spring support 1 to ensure that the vertical stiffness of the steel spring support 1 is not affected. When the basement air-raid shelter wall cannot be separated from the steel spring support 1, a basement air-raid shelter slab with a thickness of not less than 250mm should be set at the lower support beam 5. The top of the basement air-raid shelter wall should reach the elevation of the basement air-raid shelter slab, but should not reach the elevation of the first floor slab 8, otherwise it will affect the vertical stiffness of the steel spring support 1, and thus affect the vibration reduction effect.

[0108] A rare earthquake refers to a seismic event with a probability of 2%-3% exceeding the event under normal site conditions within a 50-year period.

[0109] The specific analysis of the overall model of the second structure under the rare earthquake is as follows:

[0110] ;

[0111] ;

[0112] in, The shear force of steel spring support 1 under a rare earthquake. The tension of steel spring support 1 under a rare earthquake. The horizontal force acting on the top surface of the upper support column 2; The vertical force acting on the top surface of the upper support column 2; The self-weight of the steel springs in the upper support column 2 and the steel spring support 1; The number of upper support columns 2 and lower vibration isolators 6; , The torques acting on the top surface of the upper support column 2 along the x and y axes through the centroid of the steel spring support group 1; , Let x be the distance from the i-th steel spring support 1 to the centroid of the group of steel spring supports 1 along the y and x axes.

[0113] When the steel spring support 1 is subjected to shear force under a rare earthquake ,pull Less than the horizontal bearing capacity limit of steel spring support 1 and vertical tensile bearing capacity limit If the requirements are met, then the model of steel spring support 1 should be reselected or the number of steel springs in steel spring support 1 should be increased; wherein, the horizontal bearing capacity limit of steel spring support 1 is... and vertical tensile bearing capacity limit All are provided by the manufacturer;

[0114] The vibration isolator 6 in the steel spring bearing 1 is connected to the upper pier 2 and the lower pier 3 respectively through the vibration isolator embedded part 7. The stress on the upper pier 2 and the lower pier 3 is calculated: the bending, shear and punching shear bearing capacity of the upper pier 2 and the lower pier 3 are checked according to Section 5.9 of the "Code for Design of Building Pile Foundations" (JGJ94-2008). When the bending, shear and punching shear bearing capacity of the upper pier 2 and the lower pier 3 do not meet the code, the dimensions of the upper pier 2 and the lower pier 3 are adjusted; when the shear force of the steel spring bearing 1 under rare earthquakes... ,pull When the bending, shear, and punching shear bearing capacities of the upper pier 2 and the lower pier 3 all meet the specifications, the designed overall model of the second structure is obtained.

[0115] Example 2

[0116] A design method for a subway superstructure with a basement that achieves vibration control differs from Embodiment 1 in that it uses a steel spring support 1 consisting of two vibration isolators 6 as a group. The force diagram of the lower support column 3 of the steel spring support 1 is shown below. Figure 4 As shown, the bending stiffness analysis diagram is as follows: Figure 6 As shown, the parameters of steel spring support 1 are calculated as follows:

[0117] ;

[0118] , ;

[0119] , ;

[0120] ;

[0121] ;

[0122] ;

[0123] ;

[0124] ,

[0125] , ;

[0126] in, The frequency of the steel spring in a set of steel spring supports 1 is... It is the acceleration due to gravity. The compression of the steel spring in a set of steel spring supports 1. The number of vibration isolators is 6. For the vertical stiffness of a set of steel spring supports 1, For a single vibration isolator, 6 vertical stiffness, For constant load, For live load, For the horizontal stiffness of a set of steel spring supports 1, For a single vibration isolator, the horizontal stiffness is 6. For the vertical force of a single vibration isolator 6, For the compressive deformation of a single vibration isolator 6, These are the X-direction and Y-direction bending moments of a set of steel spring supports 1, respectively. These represent the X-axis and Y-axis rotation angles of a set of steel spring supports 1, respectively. The center distances of the six vibration isolators in the X and Y directions are respectively. These are the tensile and compressive bending stiffnesses of a set of steel spring supports 1 in the X and Y directions, respectively. The bending stiffness of a single vibration isolator 6 is provided directly by the manufacturer. These are the total bending stiffness in the X and Y directions of a set of steel spring supports 1, respectively.

[0127] The other contents are the same as in Example 1, and will not be repeated here.

[0128] Example 3

[0129] A design method for a subway superstructure with an underground basement that achieves vibration control differs from Example 1 in that it uses a group of three vibration isolators 6 as a steel spring support 1. The force diagram of the lower support column 3 of the steel spring support 1 is shown below. Figure 5 As shown, the bending stiffness analysis diagram is as follows: Figure 6 As shown, the parameters of steel spring support 1 are calculated as follows:

[0130] ;

[0131] , ;

[0132] , ;

[0133] ;

[0134] ;

[0135] ;

[0136] ;

[0137] ,

[0138] , ;

[0139] in, The frequency of the steel spring in a set of steel spring supports 1 is... It is the acceleration due to gravity. The compression of the steel spring in a set of steel spring supports 1. The number of vibration isolators is 6. For the vertical stiffness of a set of steel spring supports 1, For a single vibration isolator, 6 vertical stiffness, For constant load, For live load, For the horizontal stiffness of a set of steel spring supports 1, For a single vibration isolator, the horizontal stiffness is 6. For the vertical force of a single vibration isolator 6, For the compressive deformation of a single vibration isolator 6, These are the X-direction and Y-direction bending moments of a set of steel spring supports 1, respectively. These represent the X-axis and Y-axis rotation angles of a set of steel spring supports 1, respectively. The center distances of the six vibration isolators in the X and Y directions are respectively. These are the tensile and compressive bending stiffnesses of a set of steel spring supports 1 in the X and Y directions, respectively. The bending stiffness of a single vibration isolator 6 is provided directly by the manufacturer. These are the total bending stiffness in the X and Y directions of a set of steel spring supports 1, respectively.

[0140] The other contents are the same as in Example 1, and will not be repeated here.

[0141] Example 4

[0142] A design method for a subway superstructure with an underground basement that achieves vibration control differs from Example 1 in that it uses a group of six vibration isolators 6 as a steel spring support 1. The force diagram of the lower support column 3 of the steel spring support 1 is shown below. Figure 8 As shown, the bending stiffness analysis diagram is as follows: Figure 9 and Figure 10 As shown, the parameters of steel spring support 1 are calculated as follows:

[0143] ;

[0144] , ;

[0145] , ;

[0146] ;

[0147] ;

[0148] ;

[0149] , ;

[0150] , ;

[0151] , ;

[0152] in, The frequency of the steel spring in a set of steel spring supports 1 is... It is the acceleration due to gravity. The compression of the steel spring in a set of steel spring supports 1. The number of vibration isolators is 6. For the vertical stiffness of a set of steel spring supports 1, For a single vibration isolator, 6 vertical stiffness, For constant load, For live load, For the horizontal stiffness of a set of steel spring supports 1, For a single vibration isolator, the horizontal stiffness is 6. For the vertical force of a single vibration isolator 6, For the compressive deformation of a single vibration isolator 6, These are the X-direction and Y-direction bending moments of a set of steel spring supports 1, respectively. These represent the X-axis and Y-axis rotation angles of a set of steel spring supports 1, respectively. The center distances of the six vibration isolators in the X and Y directions are respectively. These are the tensile and compressive bending stiffnesses of a set of steel spring supports 1 in the X and Y directions, respectively. The bending stiffness of a single vibration isolator 6 is provided directly by the manufacturer. These are the total bending stiffness in the X and Y directions of a set of steel spring supports 1, respectively.

[0153] The other contents are the same as in Example 1, and will not be repeated here. The parameters of the set of steel spring supports 1 for the other arrangement forms can be derived by themselves according to the derivation process of Example 1, Example 2, Example 3 and Example 4.

[0154] The above embodiments are preferred embodiments of the present invention, but the embodiments of the present invention are not limited to the above embodiments. Any changes, modifications, substitutions, combinations, or simplifications made without departing from the spirit and principle of the present invention shall be considered equivalent substitutions and shall be included within the protection scope of the present invention.

Claims

1. A subway superstructure with an underground basement that achieves vibration control, characterized in that, The structure includes an above-ground structure, a basement structure, and steel spring supports. At least one above-ground column of the above-ground structure is connected to a basement column of the basement structure via a steel spring support. Where steel spring supports are not provided, the above-ground column of the above-ground structure is connected to the basement column of the basement structure. The steel spring support includes an upper support column, a lower support column, a first-floor beam connected to the upper support column, a lower support beam connected to the lower support column, one or more vibration isolators, and embedded vibration isolators. The vibration isolators are connected to the upper and lower support columns respectively via the embedded vibration isolators. Each vibration isolator includes a steel spring. The first-floor beam and the upper support column are both connected to the first-floor slab of the basement structure, and the first-floor slab of the basement structure is rigidly connected to the above-ground column of the above-ground structure. The lower support column is rigidly connected to the basement column of the basement structure. The steel spring supports and the basement columns connected to the steel spring supports are not in contact with the basement air-raid shelter wall of the basement structure.

2. A subway superstructure with an underground basement that achieves vibration control, characterized in that, The structure includes an above-ground structure, a basement structure, and steel spring supports. At least one above-ground column of the above-ground structure is connected to a basement column of the basement structure via a steel spring support. Where steel spring supports are not provided, the above-ground column of the above-ground structure is connected to the basement column of the basement structure. The steel spring support includes an upper support column, a lower support column, a first-floor beam connected to the upper support column, a lower support beam connected to the lower support column, one or more vibration isolators, and embedded vibration isolators. The vibration isolators are connected to the upper and lower support columns respectively via the embedded vibration isolators. Each vibration isolator includes a steel spring. The first-floor beam and the upper support column are both connected to the first-floor slab of the basement structure, and the first-floor slab of the basement structure is rigidly connected to the above-ground column of the above-ground structure. The lower support column is rigidly connected to the basement column of the basement structure. The steel spring support and the basement column connected to the steel spring support are in contact with the basement air-raid shelter wall of the basement structure; the basement air-raid shelter slab is installed at the lower support beam, and the elevation of the top of the basement air-raid shelter wall to the basement air-raid shelter slab is the same.

3. The subway superstructure with basement for achieving vibration and seismic control according to claim 1 or 2, characterized in that, The basement structure includes a ground floor slab, basement columns, basement side walls, and basement shear walls containing a basement air-raid shelter wall; the ground floor slab is connected to the basement columns, basement side walls, and basement shear walls; the above-ground structure includes above-ground beams, above-ground columns, above-ground shear walls, and above-ground floor slabs; the above-ground floor slabs are connected to the above-ground beams and above-ground shear walls, and the above-ground beams are connected to the above-ground columns and above-ground shear walls.

4. The subway superstructure with basement for achieving vibration control according to claim 1 or 2, characterized in that, The vibration isolators are placed below the first floor slab of the basement structure to achieve vibration control. The number of vibration isolators corresponding to a single steel spring support is determined based on the column base force and the vertical bearing capacity limit of a single vibration isolator.

5. The subway superstructure with basement for achieving vibration control according to claim 2, characterized in that, When the distance between the basement column and basement shear wall at the steel spring support and the basement side wall and basement shear wall of the basement structure without steel spring support exceeds a preset value, a shear wall is set on the outer side of the basement vibration isolation interlayer. The basement vibration isolation interlayer is the interlayer between the lower support column and the first floor slab of the basement structure.

6. The subway superstructure with basement for achieving vibration and seismic control according to claim 1 or 2, characterized in that, The steel spring is a cylindrical helical spring.

7. A design method for a subway superstructure with a basement that achieves vibration control, characterized in that, Includes the following steps: S1. Design the above-ground and underground structures without steel spring supports, and determine the component dimensions of the above-ground and underground structures; S2. Establish the first overall structural model based on the component dimensions of the above-ground and underground structures, evaluate the vibration of the first overall structural model, and determine whether the evaluation results meet the code requirements. If they do, the design of the first overall structural model is completed. No vibration reduction design is performed on the first overall structural model. If not satisfied, proceed to step S3; S3. Determine the steel spring support parameters based on the ground column base force of the above-ground structure, and construct the steel spring support according to the steel spring support parameters; S4. Incorporate the steel spring supports into the first overall structural model to obtain the second overall structural model. Perform an overall vibration analysis on the second overall structural model: evaluate the vibration of the second overall structural model and determine whether the evaluation results meet the specifications. If they do, determine the arrangement range of the steel spring supports and proceed to step S5. The arrangement range of the steel spring supports is narrowed through iterative optimization. The structure of the second overall model is a subway superstructure with a basement that achieves vibration and seismic control based on either claim 1 or 2; If not satisfied, proceed to step S3; S5. Perform seismic analysis on the overall model of the second structure that meets the code requirements in step S4, obtain the analysis results, and determine whether the analysis results meet the code requirements; if not, adjust the overall model of the second structure and perform the seismic analysis again until the code requirements are met. If satisfied, proceed to step S6; S6. Verify the force transmission of the first floor slab structure of the second overall structural model that meets the specifications in step S5: Perform structural analysis under rare earthquakes and obtain the analysis results. When all indicators of the analysis results meet the specifications, complete the design of the second overall structural model. Among them, the structural analysis under rare earthquakes includes analyzing the tension and shear forces of the steel spring supports and the forces on the upper and lower support columns of the steel spring supports.

8. The design method for a subway superstructure with a basement for vibration control according to claim 7, characterized in that, In step S2, the vibration of the overall model of the first structure is evaluated, and the specific analysis is as follows: ； ； ； in, The vibration decibel is the vibration acceleration level of the first overall structural model after weighting factor correction. The weighting coefficients for the j-th 1 / 3 octave band during vibration of the overall model of the first structure; denoted as the root mean square value of the acceleration in the j-th 1 / 3 octave band when the overall model of the first structure vibrates; Reference acceleration, equal to 10 -6 m / s 2 ; The vibration acceleration level at 1 / 3 octave band when the overall model of the first structure vibrates; The vibration level of the i-th 1 / 3 octave band when the first overall structural model is used; When the overall model of the first structure is during the day and night When the vibration of the first structural overall model is less than or equal to the specification limit, the vibration of the residential bedroom meets the specification.

9. The design method for a subway superstructure with a basement for vibration control according to claim 7, characterized in that, In step S3, the parameters of the steel spring support are the vertical stiffness, horizontal stiffness, and bending stiffness of the steel spring support. The number of vibration isolators is determined based on the ground column base force of the above-ground structure and the vertical bearing capacity limit of a single vibration isolator. The specific calculation formula for the parameters of the steel spring support with 4 vibration isolators as a group is as follows: ； ， ； ， ； ； ； ； ， ； ， ； ， ； in, The frequency of the steel spring in a set of steel spring supports. It is the acceleration due to gravity. This refers to the compression of the steel spring in a set of steel spring supports. For the number of vibration isolators, For the vertical stiffness of a set of steel spring supports, For the vertical stiffness of a single vibration isolator, For constant load, For live load, For a set of steel spring supports, the horizontal stiffness is... For the horizontal stiffness of a single vibration isolator, For the vertical force of a single vibration isolator, For the compressive deformation of a single vibration isolator, These are the X-direction and Y-direction bending moments of a set of steel spring supports, respectively. These represent the X-axis and Y-axis rotation angles of a set of steel spring supports. These are the center distances of the vibration isolators in the X and Y directions, respectively. These are the tensile and compressive bending stiffnesses in the X and Y directions of a set of steel spring supports, respectively. The bending stiffness of a single vibration isolator is provided directly by the manufacturer. These are the total bending stiffness in the X and Y directions of a set of steel spring supports, respectively.

10. The design method for a subway superstructure with a basement for vibration control according to claim 7, characterized in that, In step S6, the analysis of the tensile and shear forces on the steel spring support under the rare earthquake is as follows: ； ； in, For the shear force of steel spring supports under rare earthquakes, This refers to the tensile force of the steel spring support under rare earthquakes. This refers to the horizontal force acting on the top surface of the upper support column; The vertical force acting on the top surface of the upper support column; The self-weight of the steel springs in the upper support column and steel spring bearing; This refers to the number of vibration isolators under the upper support column; , The torques acting on the top surface of the upper support column along the x and y axes passing through the centroid of the steel spring support group are the torques. , Let be the distance from the i-th steel spring support to the y-axis and x-axis of the centroid of the steel spring support group; When the steel spring support is subjected to shear force during a rare earthquake ,pull Less than the horizontal bearing capacity limit of the steel spring support and vertical tensile bearing capacity limit If the requirements are met, then the model of the steel spring support should be reselected or the number of steel springs in the steel spring support should be increased; among which, the horizontal bearing capacity limit of the steel spring support... and vertical tensile bearing capacity limit All are provided by the manufacturer.

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