Wind-resistant design method and device for super high-rise buildings based on adjusting core tube openings

Abstract

The present invention discloses a method and device for wind-resistant design of super-high-rise buildings based on adjusting core tube openings. The method comprises the following steps: establishing a super-high-rise structural model based on a preliminary architectural shape and a building plan; obtaining structural parameters of the super-high-rise structural model under existing load conditions; adjusting the position and size of the core tube openings of the super-high-rise structural model, so that the openings of the core tube, which were originally symmetrical along the axis, become symmetrical along the diagonal line, while maintaining the total area of ​​the core tube openings unchanged, causing the structural modal vibration mode to deflect, thereby obtaining an adjusted super-high-rise structural model; and using the structural parameters of the adjusted super-high-rise structural model in combination with accurate wind loads obtained from wind tunnel tests, obtaining the wind-induced vibration response of the adjusted super-high-rise building model under different wind speed conditions, including the peak value of the combined acceleration at the roof and the vibration trajectory. The present invention can reduce the peak value of the combined acceleration by approximately 20% in the wind speed range with the most severe vortex-induced vibration, thereby improving living comfort.

Description

Technical Field

[0001] The present invention relates to the technical field of wind resistance of super high-rise buildings, and in particular to a wind resistance design method and device for super high-rise buildings based on adjusting core tube openings. Background Art

[0002] Across-wind wind-induced vibrations caused by periodic vortex shedding not only increase structural design wind loads but also introduce performance issues related to occupant comfort, presenting a major challenge in the design of supertall buildings. Aerodynamic optimization (improving the building's aerodynamic shape) and structural optimization (enhancing structural stiffness or installing additional damping devices) are currently the two primary approaches to controlling the across-wind response of supertall buildings. However, in practical engineering, existing wind-resistant design methods still present some unavoidable problems:

[0003] 1) Reduction in building usable space: Most methods of improving a building’s aerodynamic shape, such as concave corners, cut corners, and tapers, will result in a reduction in the building’s usable space. The installation of additional tuned mass damper devices will also result in certain floors at the top of the building having to give up their own functions to provide space for the installation and swing of the dampers.

[0004] 2) Increased construction difficulty and cost: The method of twisting the entire building can effectively reduce the crosswind load, but it will increase the difficulty of structural design (such as the need for inclined columns, etc.) and curtain wall design (curved surface), thereby increasing construction costs.

[0005] 3) Inconsistency with the architectural concept: Architects may prioritize aesthetics during design, with less consideration given to aerodynamics. Structural engineers rarely discuss a building's aerodynamic performance with architects. Even when they do, the final design is often a compromise between the architectural aesthetics and aerodynamics. While an aerodynamic solution can minimize crosswind loads and wind-induced vibrations, it may be inappropriate for the surrounding environment and / or conflict with the architectural concept. In practice, this is often the primary reason why aerodynamic optimization methods are not employed, even in buildings subject to severe crosswind loads.

[0006] 4) It may increase the wind-induced response under normal wind speed: Existing aerodynamic optimization methods, such as taper, can effectively reduce the wind-induced response under the design wind speed, but it may increase the wind-induced response under normal wind speed, which has the opposite effect on the living comfort under daily use. Summary of the Invention

[0007] According to an embodiment of the present invention, a method for wind-resistant design of a super high-rise building based on adjusting core tube openings is provided, comprising the following steps:

[0008] Establish a super high-rise structure model based on the preliminary building shape and building plan;

[0009] Obtain the structural parameters of the super-high-rise structure model under existing load conditions;

[0010] Adjusting the opening position and size of the core tube of the super-high-rise structure model. Under the premise that the total opening area of ​​the core tube remains unchanged, the opening of the core tube, which was originally symmetrical along the axis, becomes symmetrical along the diagonal line. The structural modal vibration shape is deflected, and the adjusted super-high-rise structure model is obtained.

[0011] By using the adjusted structural parameters of the super-high-rise structure model and combining it with the precise wind loads obtained from the wind tunnel test, the wind-induced vibration response of the adjusted super-high-rise building model under different wind speed conditions is obtained, including the peak value of the combined acceleration at the roof and the vibration trajectory.

[0012] Furthermore, the super high-rise building model is established through structural calculation software.

[0013] Furthermore, the structural parameters of the adjusted super high-rise building model include: actual mass distribution, frequency and mode shape.

[0014] Furthermore, different wind speed conditions include: a subcritical wind speed less than a critical wind speed for vortex-induced vibration, a transcritical wind speed equal to the critical wind speed for vortex-induced vibration, and a supercritical wind speed greater than the critical wind speed for vortex-induced vibration.

[0015] Furthermore, the vibration trajectory of the adjusted super high-rise building model presents an elliptical trajectory that is closer to a circle.

[0016] According to another embodiment of the present invention, a device for designing wind resistance of a super high-rise building based on adjusting the opening of a core tube is provided, comprising:

[0017] Create a module for building super high-rise structure models based on preliminary building shapes and building plans;

[0018] Acquisition module, used to obtain the structural parameters of the super high-rise structure model under existing load conditions;

[0019] The adjustment module is used to adjust the position and size of the openings in the core tube of the super-high-rise structure model. Under the premise that the total area of ​​the openings in the core tube remains unchanged, the openings in the core tube that were originally symmetrical along the axis are changed to be symmetrical along the diagonal line, and the structural modal vibration shape is deflected to obtain the adjusted super-high-rise structure model.

[0020] The calculation module is used to use the structural parameters of the adjusted super-high-rise structure model and the accurate wind load obtained from the wind tunnel test to obtain the wind-induced vibration response of the adjusted super-high-rise building model under different wind speed conditions, including the peak value of the combined acceleration at the roof and the vibration trajectory.

[0021] Furthermore, the super high-rise building model is established through structural calculation software.

[0022] Furthermore, the structural parameters of the adjusted super high-rise building model include: actual mass distribution, frequency and mode shape.

[0023] Furthermore, different wind speed conditions include: a subcritical wind speed less than a critical wind speed for vortex-induced vibration, a transcritical wind speed equal to the critical wind speed for vortex-induced vibration, and a supercritical wind speed greater than the critical wind speed for vortex-induced vibration.

[0024] Furthermore, the vibration trajectory of the adjusted super high-rise building model presents an elliptical trajectory that is closer to a circle.

[0025] According to the embodiment of the present invention, the method and device for wind-resistant design of super-high-rise buildings based on adjusting the core tube openings can effectively solve the problems faced by existing wind-resistant design methods. It can reduce the peak value of the combined acceleration by about 20% in the wind speed range with the most severe vortex-induced vibration. It can also reduce the wind-induced acceleration of the building in the subcritical wind speed range (under daily use conditions), thereby improving living comfort. The present invention has unique advantages for situations where the core tube is octagonal or the vibration mode has been deflected due to factors such as facade openings, the local design wind pressure is large and the dominant wind direction is facing the building facade, the aerodynamic characteristics of the building are poor but it is undesirable to change the building shape, etc. It can achieve the vibration reduction effect achieved by general dampers, but does not require the use of additional space. At the same time, compared with the usual design method of reinforced structural components, it is more convenient to adjust the structure. The present invention can serve as an effective supplement to existing structural wind-resistant design methods.

[0026] It is to be understood that both the foregoing general description and the following detailed description are exemplary, and are intended to provide further explanation of the technology as claimed. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 This is the design flow chart of the existing wind resistance design method

[0028] Figure 2 This is the plan layout and structural modal orientation diagram of a typical super high-rise building structure

[0029] Figure 3 This is a schematic diagram of the wind direction angle at which a typical super high-rise building structure experiences single-mode transverse wind vibration.

[0030] Figure 4 The plan layout diagram and structural modal orientation diagram of the super high-rise building structure of the present invention are

[0031] Figure 5 Schematic diagram of wind direction angle at which single-mode transverse wind vibration occurs in the super high-rise building structure of the present invention

[0032] Figure 6This is a schematic diagram of the rooftop combined acceleration curve of a typical super high-rise building structure.

[0033] Figure 7 This is a graph showing the combined acceleration of the roof of the super high-rise building structure of the present invention.

[0034] Figure 8 This is the vibration trajectory diagram of a typical super high-rise building structure under different wind speeds

[0035] Figure 9 The vibration trajectory diagram of the super high-rise building structure of the present invention under different wind speeds is shown in FIG.

[0036] Figure 10 The present invention is a flowchart of a method for wind-resistant design of a super high-rise building based on adjusting core tube openings according to an embodiment of the present invention.

[0037] Figure 11 This is a structural block diagram of a super high-rise building wind resistance design device based on adjusting core tube openings according to an embodiment of the present invention. DETAILED DESCRIPTION

[0038] The preferred embodiments of the present invention will be described in detail below with reference to the accompanying drawings to further illustrate the present invention.

[0039] First, combine Figures 4 and 5 7-10 describe a wind-resistant design method for super-high-rise buildings based on adjusting core tube openings according to an embodiment of the present invention. By adjusting the position and size of the core tube openings of super-high-rise buildings, the structural modal vibration shape deviates from the building's most unfavorable wind direction angle. This, under the action of crosswind vortex-induced aerodynamic forces, excites multiple structural modes to jointly vibrate, making the combined vortex-induced response amplitude smaller than the vortex-induced amplitude of a single mode. The basic principles of this invention are the aerodynamic decomposition effect and the asynchronous peak effect. It effectively supplements existing wind-resistant design methods and has a wide range of applications.

[0040] like Figure 10 As shown, the wind-resistant design method for a super high-rise building based on adjusting the core tube opening according to an embodiment of the present invention includes the following steps:

[0041] S1: Establish a super high-rise structure model based on the preliminary building shape and building plan. In this embodiment, the super high-rise building model is established using structural calculation software (i.e., Yingjianke Building Structure Calculation Module 2.0.3).

[0042] S2: Obtain the structural parameters of the super-high-rise structure model under existing load conditions. The existing load conditions include earthquake loads and code wind loads.

[0043] S3: Adjust the position and size of the openings of the core tube of the super high-rise structure model. Under the premise that the total area of ​​the openings of the core tube remains unchanged, the openings of the core tube that were originally symmetrical along the axis are changed to be symmetrical along the diagonal line, and the structural modal vibration mode is deflected to obtain the adjusted super high-rise structure model. In this embodiment, the structural parameters of the adjusted super high-rise building model include: actual mass distribution, frequency and vibration mode. Because in most super high-rise buildings at present, the main symmetry axis direction of the structural system is consistent with the main symmetry axis direction of the building appearance, that is, the aerodynamic orientation of the building is consistent with the structural modal orientation (such as Figure 2 As shown in Figure 2, the vortex-induced vibration problem of these buildings in the crosswind direction only involves a single lateral displacement mode, or involves two lateral displacement modes with very close frequencies. The most unfavorable wind direction angle for the building is when the wind blows directly towards the building facade (such as Figure 3 As shown in Figure 2, due to the aerodynamic characteristics of the square cross-section, the airflow will produce severe vortex shedding when bypassing the building, resulting in extremely strong crosswind vibration response. The present invention adjusts the position and size of the openings in the core tube of the super high-rise building to make the structural modal vibration shape deviate from the most unfavorable wind direction angle of the building shape and move towards the diagonal direction of the building (such as Figure 4 As shown). In this case, when the wind blows directly against the facade of the building, it not only stimulates the first-order modal response, but also the second-order modal response, resulting in dual-mode vortex-induced vibration. At this time, the first-order modal response is roughly equal to the second-order modal response, but the wind speed corresponding to the maximum response is different. Due to the aerodynamic decomposition effect and the asynchronous peak effect, the maximum value of the wind-induced acceleration at the top of the structure appears between the wind speeds corresponding to the first-order modal response and the second-order modal response, and the peak value of the combined acceleration is close to the envelope of the two modal peaks, thereby reducing wind-induced vibration. In this case, if single-mode crosswind vibration is to occur, the wind should blow along the diagonal of the core tube, and the corresponding building shape becomes a diamond (as shown in Figure 2). Figure 5 As shown in Figure 2). Since the rhombus is closer to the streamline shape, based on the principle of fluid separation, the crosswind excitation caused by the rhombus is much smaller than that caused by the square.

[0044] S4: Using the adjusted structural parameters of the super-high-rise structural model and combining it with the precise wind loads obtained from the wind tunnel test, the wind-induced vibration response of the adjusted super-high-rise building model under different wind speed conditions is obtained, including the peak value of the combined acceleration at the roof and the vibration trajectory. In this embodiment, the different wind speed conditions include: a subcritical wind speed less than the critical wind speed of vortex-induced vibration, a transcritical wind speed equal to the critical wind speed of vortex-induced vibration, and a supercritical wind speed greater than the critical wind speed of vortex-induced vibration. The vibration trajectory of the adjusted super-high-rise building model presents an elliptical trajectory that is closer to a circle.

[0045] The acceleration responses of the first and second modes of a typical super-high-rise building differ significantly. The crosswind response (first mode) is significantly greater than the alongwind response (second mode), and the combined acceleration value is completely controlled by the acceleration response of the first mode. However, the acceleration responses of the first and second modes of the structural system of the present invention are relatively close in magnitude. The maximum acceleration response occurs at two different wind speeds corresponding to each mode, and the wind speed at which the combined acceleration maximum occurs is between the two. The present invention can reduce the combined acceleration peak by approximately 20% in the wind speed range where vortex-induced vibration is most severe, and can also reduce the wind-induced acceleration of the building by approximately 10% in the subcritical wind speed range (under daily use), thereby improving living comfort.

[0046] The vibration trajectory of a typical super high-rise building in the subcritical (wind speed less than the critical wind speed of vortex-induced vibration), transcritical (vortex-induced vibration critical wind speed) and supercritical (wind speed greater than the critical wind speed of vortex-induced vibration) wind speed range is a flat ellipse (e.g. Figure 8 As shown in Figure 2, the first mode's crosswind acceleration significantly exceeds the second mode's downwind acceleration. However, since the maximum combined acceleration in all directions must be considered in the design, the maximum combined acceleration of a typical super-high-rise building obtained using the acceleration combination method is also consistent with the crosswind acceleration. The vibration trajectory of the super-high-rise building of the present invention in the three wind speed ranges presents an ellipse that is closer to a circle (as shown in Figure 2). Figure 9 ), which shows that the structural system of the present invention simultaneously excites the first mode and the second mode of the structure under the action of wind, so that the participation of the second mode in the wind-induced vibration is significantly increased, while the contribution of the first mode is reduced, resulting in a significant reduction in the maximum resultant acceleration.

[0047] In addition, it should be noted that for conventional super high-rise buildings, the wind speed is generally in the subcritical wind speed range ( Figure 8 a, Figure 9 (a) Transcritical and supercritical conditions primarily occur in a few extreme situations, such as extremely high design wind speeds, very low structural natural frequencies, and narrow building widths. In these cases, the design wind speed exceeds the VIR wind speed of the fundamental mode. Although the most adverse wind-induced response may occur below the design wind speed, the maximum wind-induced response still occurs at the VIR wind speed, thus maintaining the effectiveness of the structural system of the present invention.

[0048] Since the present invention only optimizes the internal structural system of the building, it will not cause changes in the building's shape, thus effectively avoiding the problems caused by the use of aerodynamic optimization methods in existing wind-resistant design methods, such as reduced building use space, increased construction difficulty and cost, and inconsistency with architectural concepts. Compared with the methods of enhancing structural stiffness or setting additional damping devices in existing wind-resistant design methods, this method requires relatively few adjustments to structural components and does not require additional space. In addition, due to the aerodynamic decomposition effect and the asynchronous peak effect, the present invention can simultaneously reduce the wind-induced vibration response during vortex-induced vibration and the wind-induced response under normal wind conditions.

[0049] like Figure 11 According to another embodiment of the present invention, there is provided a wind-resistant design device for a super high-rise building based on adjusting the opening of a core tube, comprising:

[0050] A creation module 100 is used to establish a super high-rise structure model based on the preliminary building shape and building plan;

[0051] The acquisition module 200 is used to obtain the structural parameters of the super high-rise structure model under the existing load conditions;

[0052] Adjustment module 300 is used to adjust the position and size of the openings in the core tube of the super-high-rise structure model. Under the premise that the total area of ​​the openings in the core tube remains unchanged, the openings in the core tube, which were originally symmetrical along the axis, are changed to be symmetrical along the diagonal line, causing the structural modal vibration shape to deflect, thereby obtaining the adjusted super-high-rise structure model.

[0053] The calculation module 400 is used to use the structural parameters of the adjusted super-high-rise structure model in combination with the accurate wind load obtained from the wind tunnel test to obtain the wind-induced vibration response of the adjusted super-high-rise building model under different wind speed conditions, including the peak value of the combined acceleration at the roof and the vibration trajectory.

[0054] Furthermore, the super high-rise building model is established through structural calculation software.

[0055] Furthermore, the structural parameters of the adjusted super high-rise building model include: actual mass distribution, frequency and mode shape.

[0056] Furthermore, different wind speed conditions include: a subcritical wind speed less than the critical wind speed of vortex-induced vibration, a transcritical wind speed equal to the critical wind speed of vortex-induced vibration, and a supercritical wind speed greater than the critical wind speed of vortex-induced vibration.

[0057] Furthermore, the vibration trajectory of the adjusted super high-rise building model presents an elliptical trajectory that is closer to a circle.

[0058] Those skilled in the art will appreciate that embodiments of the present invention may be provided as methods, systems, or computer program products. Thus, the present invention may take the form of an entirely hardware embodiment, an entirely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, the present invention may take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to magnetic disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0059] The present invention is described with reference to flowcharts and / or block diagrams of methods, devices (systems), and computer program products according to embodiments of the present invention. It should be understood that each process and / or block in the flowcharts and / or block diagrams, as well as combinations of processes and / or blocks in the flowcharts and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to produce a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowcharts and / or block diagrams. Figure 1 a process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0060] These computer program instructions may also be stored in a computer readable memory that can direct a computer or other programmable data processing device to work in a specific manner, so that the instructions stored in the computer readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 a process or multiple processes and / or boxes Figure 1 The function specified in one or more boxes.

[0061] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operational steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing the instructions executed on the computer or other programmable device for implementing the process. Figure 1 a process or multiple processes and / or boxes Figure 1 A step that specifies a function in one or more boxes.

[0062] Above, refer to Figures 1 to 11The present invention describes a method and device for wind-resistant design of super-high-rise buildings based on adjusting the core tube openings according to an embodiment of the present invention. The present invention can effectively solve the problems faced by existing wind-resistant design methods, and can reduce the peak value of the combined acceleration by about 20% in the wind speed range with the most severe vortex-induced vibration. It can also reduce the wind-induced acceleration of the building in the subcritical wind speed range (under daily use conditions), thereby improving living comfort. The present invention has unique advantages for situations where the core tube is octagonal or the vibration mode has been deflected due to factors such as openings on the facade, the local design wind pressure is large and the dominant wind direction is facing the building facade, the aerodynamic characteristics of the building are not good but it is not desired to change the building shape, etc. It can achieve the vibration reduction effect achieved by general dampers, but does not require the use of additional space. At the same time, compared with the usual design method of reinforced structural components, it is more convenient to adjust the structure. The present invention can serve as an effective supplement to existing structural wind-resistant design methods.

[0063] It should be noted that, in this specification, the terms "comprises," "includes," or any other variations thereof are intended to encompass non-exclusive inclusion, such that a process, method, article, or apparatus comprising a series of elements includes not only those elements but also other elements not explicitly listed, or elements inherent to such process, method, article, or apparatus. In the absence of further limitations, elements defined by the phrase "comprising..." do not exclude the presence of other identical elements in the process, method, article, or apparatus comprising the elements.

[0064] Although the present invention has been described in detail through the above preferred embodiments, it should be understood that the above description is not intended to limit the present invention. After reading the above description, various modifications and substitutions of the present invention will become apparent to those skilled in the art. Therefore, the scope of protection of the present invention should be defined by the appended claims.

Claims

1. A wind-resistant design method for super high-rise buildings based on adjusting core tube openings, characterized in that: The following steps are included: Establish a super high-rise building model based on the preliminary building shape and building plan; Obtaining structural parameters of the super high-rise building model under existing load conditions; Adjusting the position and size of the openings of the core tube of the super high-rise building model, so that the openings of the core tube, which were originally symmetrical along the axis, become symmetrical along the diagonal line while keeping the total area of ​​the openings of the core tube unchanged, and the structural modal vibration shape is deflected, thereby obtaining an adjusted super high-rise building model; Using the structural parameters of the adjusted super high-rise building model and combining it with the accurate wind load obtained from the wind tunnel test, the wind-induced vibration response of the adjusted super high-rise building model under different wind speed conditions is obtained, including the peak value of the combined acceleration at the roof and the vibration trajectory; The different wind speed conditions include: a subcritical wind speed less than a critical wind speed of vortex-induced vibration, a transcritical wind speed equal to the critical wind speed of vortex-induced vibration, and a supercritical wind speed greater than the critical wind speed of vortex-induced vibration.

2. The wind-resistant design method for super high-rise buildings based on adjusting core tube openings as claimed in claim 1, characterized in that: The super high-rise building model is established by structural calculation software.

3. The wind-resistant design method for super high-rise buildings based on adjusting core tube openings according to claim 1 or 2, characterized in that: The adjusted structural parameters of the super high-rise building model include: actual mass distribution, frequency and vibration mode.

4. The wind-resistant design method for super high-rise buildings based on adjusting core tube openings as claimed in claim 1, characterized in that: The vibration trajectory of the adjusted super high-rise building model presents an elliptical trajectory that is closer to a circle.

5. A wind-resistant design device for super high-rise buildings based on adjusting the openings in the core tube, characterized in that: Include: Create a module for building a super high-rise building model based on preliminary building shapes and building plans; An acquisition module, used for obtaining structural parameters of the super high-rise building model under existing load conditions; an adjustment module, configured to adjust the position and size of the openings of the core tube of the super high-rise building model, so that, under the premise that the total area of ​​the openings of the core tube remains unchanged, the openings of the core tube, which were originally symmetrical along the axis, become symmetrical along the diagonal line, and the structural modal vibration shape is deflected, thereby obtaining an adjusted super high-rise building model; a calculation module for obtaining the wind-induced vibration response of the adjusted super-high-rise building model under different wind speed conditions, including the peak value of the combined acceleration at the roof and the vibration trajectory, by using the structural parameters of the adjusted super-high-rise building model in combination with the accurate wind load obtained from the wind tunnel test; The different wind speed conditions include: a subcritical wind speed less than a critical wind speed of vortex-induced vibration, a transcritical wind speed equal to the critical wind speed of vortex-induced vibration, and a supercritical wind speed greater than the critical wind speed of vortex-induced vibration.

6. The wind-resistant design device for super high-rise buildings based on adjusting the core tube opening according to claim 5, characterized in that: The super high-rise building model is established using structural calculation software.

7. The wind-resistant design device for super high-rise buildings based on adjusting the core tube opening according to claim 5 or 6, characterized in that: The adjusted structural parameters of the super high-rise building model include: actual mass distribution, frequency and vibration mode.

8. The wind-resistant design device for super high-rise buildings based on adjusting the core tube opening according to claim 5, characterized in that: The vibration trajectory of the adjusted super high-rise building model presents an elliptical trajectory that is closer to a circle.

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