A wind-resistant design method for multi-tower connected buildings

Abstract

The present invention discloses a wind-resistant design method for a multi-tower connected building, which belongs to the field of building wind-resistant technology and includes the following steps: S1, establishing a finite element model of the connected building structure; S2, optimizing the finite element model; S3, simulating the wind pressure history of the connected building based on standard wind load parameters, and performing dynamic analysis and comfort analysis on the finite element model; S4, obtaining the wind pressure coefficient history of the connected building based on the wind tunnel test structure, and performing dynamic analysis and comfort analysis on the finite element model; S5, adjusting the internal force parameters of the finite element model; S6, evaluating the safety and comfort of the connected building. The present invention innovatively converts the node wind pressure history obtained from the wind tunnel test into a node concentrated load, and proposes a calculation formula. The concentrated load under the most unfavorable wind direction angle is then applied to the corresponding node of the finite element model to perform wind vibration response history analysis, thereby improving the calculation accuracy of the wind load effect and the comfort verification accuracy of the connected building.

Description

Technical Field

[0001] The invention belongs to the technical field of wind-resistant buildings, and in particular relates to a wind-resistant design method for a multi-tower connected building. Background Art

[0002] With the advancement of urbanization in recent years, there has been an increasing number of high-rise landmark buildings. Among them, conjoined structures have become a common high-rise building design form in recent years. The towers of conjoined buildings are connected to each other through connectors, which can be used as corridors. This greatly facilitates the use of high-rise buildings and increases the diversity of architectural forms, making them novel and beautiful. However, the floor plans, floor heights, and number of floors of the high-rise towers at both ends of the connector are often significantly different, and the dynamic characteristics of the tower structures vary greatly. For such structures, calculating wind loads according to conventional methods in the specifications is no longer fully applicable, and the accuracy of the calculations cannot be guaranteed. This is especially true in coastal cities, where wind loads are large and some areas experience frequent typhoons each year. The wind resistance of the structure is the main safety control factor, which places higher demands on the accuracy of wind load calculations.

[0003] The wind interference effect of connected buildings is more pronounced. Their wind load characteristics, including average and pulsating wind loads, are significantly affected by their own size and surrounding buildings. The wind load on the tower in a connected building differs significantly from that on a single high-rise building due to the presence of the other tower. The narrow passage formed between the two towers also increases wind velocity and pressure. Because the connector connects the towers, the dynamic characteristics of the connected structure are inherently more complex than those of a single building. In addition, it is exposed to the turbulent wind field of the atmospheric boundary layer. The pulsating effect of the wind load is often affected by the characteristic turbulence of the blunt body, which manifests as a more complex and sensitive dynamic effect. Based on the wind vibration coefficient stipulated in the code, it is difficult to meet the design accuracy requirements. At the same time, when analyzing its wind-induced vibration, the coupled vibration effect of multiple towers must be considered.

[0004] Connectors are a crucial component connecting towers, often characterized by large spans and high passenger flow. Comfort assessments for these connectors are necessary. While the load code provides a calculation formula for downwind wind acceleration for "high-rise buildings with uniformly distributed size and mass along their height," this formula is not applicable to complex connector structures and cannot be used to verify wind-induced acceleration. Summary of the Invention

[0005] The purpose of the present invention is to provide a wind-resistant design method for multi-tower connected buildings to solve the problems of inaccurate calculation of wind load effects on connected buildings and inaccurate verification of the comfort of the connected bodies using traditional methods in the above-mentioned background technology.

[0006] To achieve the above object, the present invention provides the following technical solutions:

[0007] A wind-resistant design method for a multi-tower connected building comprises the following steps:

[0008] S1. Establish a finite element model of the connected building structure;

[0009] S2. Optimize the finite element model so that the displacement angles between each layer of the finite element model are Do not exceed the inter-story displacement limit specified in the corresponding code , and the effectiveness of the three elements of structural components, connection nodes and connected building supports Not exceeding the corresponding structural resistance R;

[0010] S3. Simulate the wind pressure history of the connected building based on the standard wind load parameters, perform dynamic analysis and comfort analysis on the finite element model, and obtain the maximum shear force of the structural base. , structural deformation, maximum reaction force of connected building supports and the mean acceleration of the connector ;

[0011] S4. Based on the wind tunnel test structure, the wind pressure coefficient time history of the connected building is obtained, and the finite element model is subjected to dynamic analysis and comfort analysis to obtain the maximum shear force of the structural base. , structural deformation, maximum reaction force of connected building supports and the mean acceleration of the connected body , a scale model wind tunnel test was conducted on the connected building. According to the wind tunnel test results, the wind pressure coefficient time history of each node of the connected building at each wind direction angle was obtained. The wind pressure coefficient time history of the node was converted into the concentrated load of the node. The calculation formula is: ,

[0012] in, is the basic wind pressure; is the wind pressure height coefficient at the wind pressure reference point; is the wind-exposed area of ​​the jth node; is the wind pressure coefficient of the jth node at time t, the most unfavorable wind direction angle is selected, the concentrated load under the most unfavorable wind direction angle is applied to the corresponding node of the finite element model, and the wind vibration response time history analysis is performed. The maximum shear force of the structure base is obtained through dynamic calculation , structural deformation, maximum reaction force of connected building supports , get the mean acceleration of the connector under the most unfavorable wind direction angle ;

[0013] S5. Adjust the internal force parameters of the finite element model. The adjustment coefficient of the base shear force is 𝜋, 𝜋=max( , ) / ,in, is the initial base shear value of the finite element model obtained in step S2; when 𝜋≤1, take 𝜋=1, and there is no need to adjust the internal force parameters;

[0014] S6. The maximum reaction force of the structural deformation and the connected building support obtained twice according to steps S3 and S4 and the mean acceleration of the connected body , evaluate the safety and comfort of the connected buildings, and adjust the finite element model to meet < , is the bearing capacity limit of the connected building and meets , This is the comfort acceleration limit specified in the specification.

[0015] Furthermore, step S3 includes:

[0016] S31. The wind pressure history of the connected building is obtained through the wind pressure history simulation method. The wind pressure history of each floor of each tower is applied to the corresponding floor gravity center position, and the wind vibration response time history analysis of the structure is performed. The maximum shear force of the structure base is obtained through dynamic calculation. , structural deformation, maximum reaction force of connected building supports ;

[0017] S32. Use a 10-year return period wind pressure time history to perform wind vibration response time history analysis on the finite element model to obtain the acceleration time history response of each point on the connector and the mean acceleration of the connector. .

[0018] Furthermore, in step S31, the wind pressure time history simulation method is: according to the standard wind pressure, ground roughness category, body coefficient and calculated floor height, the wind pressure time history of each floor of each tower of the connected building is simulated by time domain analysis method.

[0019] Furthermore, step S2 includes:

[0020] S21. Perform structural stress analysis on the finite element model under equivalent static wind load to obtain the inter-layer displacement angle of the finite element model. The effectiveness of the three elements of structural components, connection nodes and connected building supports ;

[0021] S22, the displacement angle between each layer The inter-story displacement limits specified in the corresponding specifications are Compare and compare the effectiveness of structural components, connection nodes and connected building supports Compare with the corresponding structural resistance R respectively; if and ≤R, it indicates that the deformation and bearing capacity of the finite element model meet the requirements of the specification, and jump to step S3; otherwise, go to step S23;

[0022] S23, optimize and adjust the finite element model, and then return to step S21 until the and ≤R.

[0023] Furthermore, step S6 includes:

[0024] S61, if < , If the bearing capacity limit of the connected building support is the maximum value, the reaction force of the connected building support meets the safety requirements; otherwise, the support of the connected building should be replaced with a support with higher safety.

[0025] S62, if , If the acceleration value is within the comfort level limit specified in the specification, it means that the comfort level of the connected structure meets the requirements; otherwise, strengthening measures need to be taken;

[0026] S63. If the finite element model is adjusted in step S61 or S62, the process returns to step S3 until the support reaction force and comfort level of the connected building meet the requirements.

[0027] Furthermore, in step S23, the method of optimizing and adjusting the finite element model includes adjusting component sizes, changing the single tower structure or connection form.

[0028] Furthermore, in step S4, the method for selecting the most unfavorable wind direction angle is: based on the results of the structural base shear force, base bending moment and tower top floor displacement response under the action of the average wind in all wind directions, the most unfavorable wind direction angle is determined, and 3-10 most unfavorable wind direction angles are selected.

[0029] Furthermore, in step S62, the strengthening measures include increasing the number of vertical components, increasing the cross-sectional dimensions of the vertical components, setting inter-column supports, or setting tuned mass dampers.

[0030] Furthermore, the finite element model includes each single tower and a connector; the connected building support includes a connector support and each single tower support.

[0031] The present invention has the following beneficial effects:

[0032] 1. The present invention provides a wind-resistant design method for a multi-tower connected building. Based on the wind load parameters of the standard, the wind pressure time history of the connected building is simulated and the wind tunnel test structure is used to obtain the wind pressure time history of the connected building, and the maximum shear force of the two sets of structures is obtained. , structural deformation, maximum reaction force of connected building supports and the mean acceleration of the connector The data was collected and the finite element model of the connected buildings was tested and optimized to ensure their wind resistance.

[0033] 2. The present invention provides a wind-resistant design method for multi-tower connected buildings, which provides a new method for calculating the maximum shear force of the structural base, structural deformation, the maximum reaction force of the connected building supports, and a comfort verification method. It innovatively converts the node wind pressure time history obtained from the wind tunnel test into a node concentrated load, and proposes a calculation formula. The concentrated load under the most unfavorable wind direction angle is then applied to the corresponding node of the finite element model to perform wind vibration response time history analysis, thereby improving the calculation accuracy of the wind load effect and the comfort verification accuracy of the connected buildings. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] Figure 1 The present invention provides a flow chart of the wind-resistant design method. DETAILED DESCRIPTION

[0035] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0036] like Figure 1 As shown, the present invention provides a wind-resistant design method for a multi-tower connected building, comprising the following steps:

[0037] S1. Establish a finite element model of the connected building structure, which includes each single tower and the connector;

[0038] S2, optimize the finite element model;

[0039] S21. Perform structural stress analysis on the finite element model under equivalent static wind load to obtain the inter-layer displacement angle of the finite element model. The effectiveness of the three elements of structural components, connection nodes and connected building supports ; The connected building supports include the connector supports and the supports of each single tower;

[0040] S22, the displacement angle between each layer The inter-story displacement limits specified in the corresponding specifications are Compare and compare the effectiveness of structural components, connection nodes and connected building supports Compare with the corresponding structural resistance R respectively; if and ≤R, it indicates that the deformation and bearing capacity of the finite element model meet the requirements of the specification, and jump to step S3; otherwise, go to step S23;

[0041] S23, optimize and adjust the finite element model, the optimization method can be to adjust the component size, change the single tower structure system or connection form, etc.; then return to step S21 until the and ≤R;

[0042] S3. Simulate the wind pressure history of the connected building based on the standard wind load parameters, perform dynamic analysis and comfort analysis on the finite element model, and obtain the maximum shear force of the structural base. , structural deformation, maximum reaction force of connected building supports and the mean acceleration of the connector ;

[0043] S31. The wind pressure history of the connected building is obtained through the wind pressure history simulation method. The wind pressure history of each floor of each tower is applied to the corresponding floor gravity center position, and the wind vibration response time history analysis of the structure is performed. The maximum shear force of the structure base is obtained through dynamic calculation. , structural deformation, maximum reaction force of connected building supports ;

[0044] S32. Use a 10-year return period wind pressure time history to perform wind vibration response time history analysis on the finite element model to obtain the acceleration time history response of each point on the connector and the mean acceleration of the connector. ;

[0045] S4. Based on the wind tunnel test structure, the wind pressure coefficient time history of the connected building is obtained, and the finite element model is subjected to dynamic analysis and comfort analysis to obtain the maximum shear force of the structural base. , structural deformation, maximum reaction force of connected building supports and the mean acceleration of the connected body A scaled model wind tunnel test was conducted on the connected buildings. Based on the wind tunnel test results, the wind pressure coefficient time history of each node of the connected buildings at each wind direction angle was obtained. Specifically, during the wind tunnel test, the wind pressure at each measuring point at each time was measured by a wind pressure sensor. The ratio of the wind pressure at each measuring point at each time to the wind pressure at the reference point (generally, a position that is not affected by the building model and the wind tunnel wall is selected as the test reference point) is used as the dimensionless wind pressure coefficient. The curve of this dimensionless coefficient changing with time is the wind pressure coefficient time history. The wind pressure coefficient time history of the node is converted into the concentrated load of the node. The calculation formula is: ,

[0046] in, is the basic wind pressure, is the wind pressure height coefficient at the wind pressure reference point, is the wind-affected area of ​​the jth node, for Wind pressure coefficient, select the most unfavorable wind direction angle, and judge the most unfavorable wind direction angle based on the response results of the structural base shear force, base bending moment (torque) and tower top displacement under the action of average wind in all wind directions. Preferably, select 3-10 most unfavorable wind directions, apply the concentrated load under the most unfavorable wind direction angle to the corresponding node of the finite element model, use Midas Gen finite element analysis software to perform wind vibration response time history analysis, and obtain the maximum value of the structural base shear force through dynamic calculation. , structural deformation, maximum reaction force of connected building supports , obtain the acceleration time history response of each point of the connector and the mean acceleration of the connector under the most unfavorable wind direction angle ,

[0047] Adjust the internal force parameters of the finite element model, and the adjustment coefficient of the base shear force is 𝜋, 𝜋=max( , ) / , is the initial base shear value of the finite element model obtained in step S2. When 𝜋≤1, take 𝜋=1. In this case, there is no need to adjust the internal force parameters. After adjustment, re-verify whether the deformation and bearing capacity of the finite element model meet the requirements of the specification. The verification method is the same as step S2. The adjustment method can be to adjust the component size, change the single tower structure system and connection form, etc.

[0048] S6. The maximum reaction force of the structural deformation and the connected building support obtained twice according to steps S3 and S4 and the mean acceleration of the connected body , evaluate the safety and comfort of connected buildings;

[0049] S61, if < , If the bearing capacity limit of the connected building is the corresponding bearing capacity limit, the reaction force of the connected building support meets the safety requirements; otherwise, the support of the connected building should be replaced with a support with higher safety.

[0050] S62, if , If the acceleration value meets the comfort level limit specified in the code, it means that the comfort level of the connected building meets the requirements. Otherwise, strengthening measures should be taken, including increasing the number of vertical components, increasing the cross-sectional dimensions of vertical components, installing inter-column supports, or installing tuned mass dampers.

[0051] S63. If the finite element model is adjusted in step S61 or S62, the process returns to step S3 until the support reaction force and comfort level of the connected building meet the requirements.

[0052] Among them, in step S31, the wind pressure time history simulation method is: according to the standard wind pressure, ground roughness category, body coefficient and calculated floor height, the wind pressure time history of each floor of each tower of the connected building is simulated by time domain analysis method.

[0053] Finally, it should be noted that the above is only a preferred embodiment of the present invention and is not intended to limit the present invention. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art can still modify the technical solutions described in the aforementioned embodiments or make equivalent substitutions for some of the technical features therein. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A wind-resistant design method for a multi-tower connected building, characterized in that: The following steps are involved: S1. Establish a finite element model of the connected building structure; S2. Optimize the finite element model so that the displacement angles between each layer of the finite element model are Do not exceed the inter-story displacement limit specified in the corresponding code , and the effectiveness of the three elements of structural components, connection nodes and connected building supports Not exceeding the corresponding structural resistance R; S3. Simulate the wind pressure history of the connected building based on the standard wind load parameters, perform dynamic analysis and comfort analysis on the finite element model, and obtain the maximum shear force of the structural base. , structural deformation, maximum reaction force of connected building supports and the mean acceleration of the connector ; S4. Based on the wind tunnel test structure, the wind pressure coefficient time history of the connected building is obtained, and the finite element model is subjected to dynamic analysis and comfort analysis to obtain the maximum shear force of the structural base. , structural deformation, maximum reaction force of connected building supports and the mean acceleration of the connected body , a scale model wind tunnel test was conducted on the connected building. According to the wind tunnel test results, the wind pressure coefficient time history of each node of the connected building at each wind direction angle was obtained. The wind pressure coefficient time history of the node was converted into the concentrated load of the node. The calculation formula is: ,in, is the basic wind pressure; is the wind pressure height coefficient at the wind pressure reference point; is the wind-exposed area of ​​the jth node; is the wind pressure coefficient of the jth node at time t, the most unfavorable wind direction angle is selected, the concentrated load under the most unfavorable wind direction angle is applied to the corresponding node of the finite element model, and the wind vibration response time history analysis is performed. The maximum shear force of the structure base is obtained through dynamic calculation , structural deformation, maximum reaction force of connected building supports , get the mean acceleration of the connector under the most unfavorable wind direction angle ; S5. Adjust the internal force parameters of the finite element model. The adjustment coefficient of the base shear force is 𝜋, 𝜋=max( , ) / ,in, is the initial base shear value of the finite element model obtained in step S2; when 𝜋≤1, take 𝜋=1, and there is no need to adjust the internal force parameters; S6. The maximum reaction force of the structural deformation and the connected building support obtained twice according to steps S3 and S4 and the mean acceleration of the connected body , evaluate the safety and comfort of the connected buildings, and adjust the finite element model to meet < , is the bearing capacity limit of the connected building and meets , This is the comfort acceleration limit specified in the specification.

2. The wind-resistant design method for a multi-tower connected building according to claim 1, characterized in that: Step S3 includes: S31. The wind pressure history of the connected building is obtained through the wind pressure history simulation method. The wind pressure history of each floor of each tower is applied to the corresponding floor gravity center position, and the wind vibration response time history analysis of the structure is performed. The maximum shear force of the structure base is obtained through dynamic calculation. , structural deformation, maximum reaction force of connected building supports ; S32. Use a 10-year return period wind pressure time history to perform wind vibration response time history analysis on the finite element model to obtain the acceleration time history response of each point on the connector and the mean acceleration of the connector. .

3. The wind-resistant design method for a multi-tower connected building according to claim 2, characterized in that: In step S31 , the wind pressure time history simulation method is: based on the standard wind pressure, ground roughness category, body coefficient and calculated floor height, the wind pressure time history of each floor of each tower of the connected building is simulated by time domain analysis method.

4. The wind-resistant design method for a multi-tower connected building according to claim 1, characterized in that: Step S2 includes: S21. Perform structural stress analysis on the finite element model under equivalent static wind load to obtain the inter-layer displacement angle of the finite element model. The effectiveness of the three elements of structural components, connection nodes and connected building supports ; S22, the displacement angle between each layer The inter-story displacement limits specified in the corresponding specifications are Compare and compare the effectiveness of structural components, connection nodes and connected building supports Compare with the corresponding structural resistance R respectively; if and ≤R, it indicates that the deformation and bearing capacity of the finite element model meet the requirements of the specification, and jump to step S3; otherwise, go to step S23; S23, optimize and adjust the finite element model, and then return to step S21 until the and ≤R.

5. The wind-resistant design method for a multi-tower connected building according to claim 1, characterized in that: Step S6 includes: S61, if < , If the bearing capacity limit of the connected building support is the maximum value, the reaction force of the connected building support meets the safety requirements; otherwise, the support of the connected building should be replaced with a support with higher safety. S62, if , If the acceleration value is within the comfort level limit specified in the specification, it means that the comfort level of the connected structure meets the requirements; otherwise, strengthening measures need to be taken; S63. If the finite element model is adjusted in step S61 or S62, the process returns to step S3 until the support reaction force and comfort level of the connected building meet the requirements.

6. The wind-resistant design method for a multi-tower connected building according to claim 4, characterized in that: In step S23, the method of optimizing and adjusting the finite element model includes adjusting component sizes, changing the single tower structure or connection form.

7. The wind-resistant design method for a multi-tower connected building according to claim 1, characterized in that: In step S4, the method for selecting the most unfavorable wind direction angle is as follows: based on the results of the structural base shear force, base bending moment and tower top floor displacement response under the action of the average wind in all wind directions, the most unfavorable wind direction angle is determined, and 3-10 most unfavorable wind direction angles are selected.

8. The wind-resistant design method for a multi-tower connected building according to claim 5, characterized in that: In step S62, the strengthening measures include increasing the number of vertical components, increasing the cross-sectional dimensions of the vertical components, setting inter-column supports, or setting tuned mass dampers.

9. The wind-resistant design method for a multi-tower connected building according to claim 1, characterized in that: The finite element model includes each single tower and a connector; the connected building support includes a connector support and each single tower support.

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