Integral staggered high-rise building provided with viscous damper and construction method thereof

Abstract

A staggered high-rise building with viscous dampers and its construction method are disclosed. The staggered high-rise building includes several staggered units and viscous dampers. The staggered units are staggered with each other, and after each staggered unit is staggered, a cantilever structure is naturally formed. Each staggered unit includes an outer frame steel structure and a core tube. The outer frame steel structure includes vertical through columns, internal frame beams, internal floor concrete, and cantilever structures, wherein the cantilever structures include cantilever columns, cantilever beams, and cantilever floor concrete. The core tube and vertical through columns of multiple staggered units are not misaligned in the vertical direction, and are vertically continuous, running through the entire height of the building. The cantilever structure is equipped with oblique viscous dampers, and the two ends of the oblique viscous dampers are hinged, with one end connected to the end of the cantilever beam and the other end connected to the connection point of the vertical through column and the internal frame beam. The staggered high-rise building of this invention can create a full-range cantilever space with high space utilization.

Description

Technical Field

[0001] This invention belongs to the field of building engineering technology, specifically relating to an integral staggered high-rise building with viscous dampers and its construction method. Background Technology

[0002] In recent years, with the development of urban architectural art, the application of terraced and cantilevered buildings has become increasingly widespread. Terraced buildings, such as the patent application titled "A Terraced Building Unit Structure" (publication number CN219280890U), taper inwards in segments along the height direction, forming a building shape that is wider at the bottom and narrower at the top. Cantilevered buildings, such as the patent application titled "A High-Altitude Large Cantilever Structure and Construction Method" (publication number CN121363257A), extend outwards at a certain height, forming a suspended platform to create an open and transparent space. However, the single-story cantilever area of ​​terraced or traditional cantilevered buildings is limited, and the cantilever area ratio per unit area (i.e., cantilever efficiency) is low, making it difficult to fully expand the upper space under limited land conditions. With the continuous improvement of the demand for diversified building functions and appearances, traditional terraced and cantilevered buildings can no longer meet people's growing requirements for space utilization and architectural innovation.

[0003] Meanwhile, cantilever structures, due to their outward projection, experience significant vibrations under earthquakes and wind loads, severely impacting user comfort. Therefore, vibration control of cantilever structures has become a crucial issue for engineers. Viscous dampers (see Pan Peng, Ye Lieping, Qian Jiaru, et al. Energy Dissipation and Vibration Reduction Design and Cases of Building Structures [M]. Tsinghua University Press, 2014) are velocity-dependent energy dissipation devices that utilize the viscous resistance generated when a fluid (such as high-viscosity silicone oil) passes through damping orifices or gaps to dissipate vibration energy. The output of this type of damper is velocity-dependent and has advantages such as high energy dissipation efficiency, long service life, and ease of maintenance. Its application in mid- to high-rise buildings and large-span structures is becoming increasingly widespread.

[0004] Patent applications titled "A High-Altitude Staggered Cantilever Structure and Its Construction Method" (Publication No. CN114622710A), "A Modular High-Altitude Staggered Cantilever Structure and Its Assembly Construction Method" (Publication No. CN121110918A), and "A Construction Method for a Spatial Staggered Cantilever Terrace in a Building" (Publication No. CN110230397B) all involve staggered or staggered cantilever building structures. CN114622710A uses a cantilevered main beam, upper tie rods, and lower support rods to form a cantilevered main beam unit, which is supported by a multi-layered structural system. CN121110918A enhances load-bearing stability through the synergistic effect of an X-shaped load-bearing structure and a right-angled trapezoidal tensile structure. CN110230397B reinforces the structure through segmented construction and the addition of prestressed diagonal tie rods between the cantilevered terrace and the main structure. However, the aforementioned existing technologies mainly focus on the load-bearing capacity and stability of the cantilever structure itself, without addressing building layout schemes that systematically improve cantilever efficiency through periodic shifts in floor plan, nor do they mention vibration control using viscous dampers.

[0005] In summary, the existing technology has the following drawbacks: (1) the cantilever area of ​​traditional cantilever structures is limited and the cantilever efficiency is low; (2) cantilever structures lack effective vibration control measures and vibrate significantly under earthquake and wind loads; (3) the vibration response at the cantilever end directly affects the comfort of use and limits the development of cantilever buildings in the direction of higher and larger spans. Therefore, it is urgent to develop a type of building structure that can achieve high space utilization, good comfort, and superior stress performance. Summary of the Invention

[0006] In order to overcome the shortcomings of the prior art, the present invention aims to provide an integral staggered high-rise building with viscous dampers and its construction method. The integral staggered high-rise building can create a full range of cantilevered spaces, with high space utilization, high comfort, transparent structure and beautiful shape.

[0007] To achieve the above objectives, the technical solution adopted by the present invention is as follows: A staggered high-rise building with viscous dampers includes several staggered units and viscous dampers; the staggered units are staggered with each other, and after each staggered unit is staggered, a cantilever structure is naturally formed.

[0008] The staggered unit includes an outer frame steel structure and a core tube; the outer frame steel structure includes vertical through columns, internal frame beams, internal floor concrete, and cantilever structures, wherein the cantilever structures include cantilever columns, cantilever beams, and cantilever floor concrete; the core tubes and vertical through columns of multiple staggered units are not misaligned in the vertical direction, are vertically connected, and run through the entire building height.

[0009] The cantilever structure is equipped with an oblique viscous damper, which is hinged at both ends. One end is connected to the end of the cantilever beam, and the other end is connected to the connection point between the vertical column and the internal frame beam.

[0010] A construction method for an integral staggered high-rise building with viscous dampers includes the following steps: Step 1: Construct the foundation and core tube of the staggered unit according to the design requirements; Step 2: Install vertical columns and internal frame beams layer by layer from bottom to top, and pour internal floor concrete; Step 3: Construct the cantilever structure of each staggered unit from bottom to top; Step 4: Construct the curtain wall structure and other maintenance structures. After completion, install viscous dampers on the upper and lower parts of the cantilever structure to avoid the influence of self-weight deformation on the dampers.

[0011] In step 3 above, the following methods are used for the construction of the cantilever structure and the stress control of the cantilever floor concrete to ensure that the floor concrete is in a state of almost zero stress after construction, thus avoiding cracking of the concrete during construction: Step 3-1: Install the cantilever beams and cantilever columns according to the cantilever construction plan; Step 3-2: Based on the reverse demolition method, calculate the equivalent counterweight applied to the bottommost cantilever beam end during the concrete pouring of each floor and the installation of the curtain wall at the cantilever beam end. m 1. m 2. m 3. m c These correspond to the counterweights that need to be removed during the pouring of the second, third, and fourth layers of concrete and the installation of the curtain wall, respectively; for m First layer, the required weight of the second layer of concrete should be equal to the increase in stress generated in the first layer of concrete, and the amount of stress removed. m When the stress reduction in the first layer of concrete is approximately equal, the calculation model needs to consider the impact of structural morphology changes on load-bearing performance during the pouring process: the first layer should consider the combined effect of concrete and steel beams, while the second and subsequent layers should only consider the contribution of steel beam stiffness; when pouring the third and fourth layers of concrete sequentially, m 2. m The calculation method of 3 and m The first requirement is that the stress increase generated by the current floor's concrete pouring weight in the lower concrete layers should be approximately equal to the stress decrease generated by removing the corresponding weight of that floor. Furthermore, the combined effect of concrete and steel beams must be considered for the already poured lower floors, while only the contribution of steel beam stiffness should be considered for the currently poured and unpoured floors. Finally, during curtain wall installation, the stress increase generated on the four concrete floors should be approximately equal to the stress decrease generated by removing the corresponding weight. m cWhen the stress reduction on the floor is basically equal, the calculation model needs to consider the combined effect of steel beams and concrete on all floors. Step 3-3: Apply [something] while pouring the first floor slab concrete and before the concrete has hardened. m 1. m 2. m 3. m c ; Steps 3-4: After the first floor concrete has solidified, pour the second floor concrete, and remove the concrete before the second floor concrete has solidified. m 1; Steps 3-5: After the second floor concrete has solidified, pour the third floor concrete, and remove the concrete before the third floor concrete has solidified. m 2; Steps 3-6: After the third floor concrete has solidified, pour the fourth floor concrete, and remove the concrete before the fourth floor concrete has solidified. m 3; Steps 3-7: Install the curtain wall after the concrete on all four floors has solidified, and remove... m c .

[0012] Compared with the prior art, the present invention has the following beneficial effects: (1) The staggered high-rise building of the present invention, through the staggered units arranged alternately along the height direction with uniform outward extension and uniform inward extension, enables the building to form large-area, continuous cantilevered platforms in all directions. Compared with traditional terraced buildings, which can only achieve unidirectional contraction and have limited cantilever area, and traditional cantilevered buildings, which only have single cantilevers on some floors, the overall staggered structure of the present invention significantly improves the cantilever area ratio (i.e., cantilever efficiency) per unit area. At the same time, the cantilevered platforms on each floor have good permeability, open views, a rhythmic building outline, and an overall beautiful shape, satisfying the dual needs of modern architecture for spatial diversity and landmark appearance.

[0013] (2) The present invention, in its overall staggered high-rise building design, installs viscous dampers above and below the cantilever structure to improve comfort under pedestrian and wind loads, while also improving the seismic performance of the cantilever structure in both horizontal and vertical directions. The present invention incorporates oblique viscous dampers in each cantilever structure, which significantly improves the comfort of the cantilever structure under pedestrian and wind loads, resulting in a significant reduction in acceleration response. Furthermore, it effectively improves the dynamic response of the cantilever structure under horizontal and vertical seismic loads, particularly suppressing large displacements caused by vertical earthquakes and protecting the root nodes of the cantilever. The present invention has outstanding advantages such as high energy efficiency and minimal increase in self-weight.

[0014] (3) The stress control method for cantilever floor concrete of the present invention, through reasonable design of the counterweight size and loading sequence, can ensure that the cantilever floor concrete is in a state of zero stress or ideal low stress after all construction is completed and the temporary counterweight is removed. This method effectively avoids tensile cracking of concrete caused by its own weight during construction, improves durability and safety, and the operation method is simple, reliable, cost-controllable, and has good engineering applicability.

[0015] In summary, compared with traditional high-rise buildings, the overall staggered high-rise building with viscous dampers and its construction method provided by this invention not only have a large cantilever space and beautiful shape, but also significantly improve the comfort and seismic performance of the cantilever structure. It also has the advantages of convenient construction and controllable cost, and is a new type of high-rise building system that is efficient, comfortable and durable. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of the overall staggered high-rise building according to an embodiment of the present invention.

[0017] Figure 2 This is a schematic diagram of section AA of an embodiment of the present invention.

[0018] Figure 3 This is a schematic diagram of the BB cross section of an embodiment of the present invention.

[0019] Figure 4 This is a schematic diagram showing the completed installation of the cantilever structure beams and columns according to an embodiment of the present invention.

[0020] Figure 5 To complete the concrete pouring of the first cantilever floor slab and simultaneously apply [the necessary materials] in this embodiment of the invention. m 1. m 2. m 3 and m c Schematic diagram.

[0021] Figure 6 In this embodiment of the invention, the second cantilever floor slab concrete pouring is completed while simultaneously removing... m 1. Schematic diagram.

[0022] Figure 7 In this embodiment of the invention, the concrete pouring of the third cantilever floor slab is completed while simultaneously removing... m 2. Schematic diagram.

[0023] Figure 8 In this embodiment of the invention, the concrete pouring of the fourth cantilever floor slab is completed while simultaneously removing... m 3. Schematic diagram.

[0024] Figure 9 This invention enables the installation of cantilevered facade curtain walls while simultaneously removing [the curtain wall]. m cSchematic diagram.

[0025] In the diagram: 1—Staggered unit; 2—Viscous damper; 3—Cantilever structure; 4—Outer frame steel structure; 5—Core tube; 6—Vertical through column; 7—Internal frame beam; 8—Internal floor concrete; 9—Cantilever column; 10—Cantilever beam; 11—Cantilever floor concrete; 12—Weight; 13—Staggered units on the first and third floors; 14—Staggered units on the second and fourth floors; 15—Curtain wall; 121—Weight corresponding to the pouring of the second floor concrete. m 1; 122 — Corresponding weight for pouring the third layer of concrete m 2; 123 — Corresponding weight for pouring the fourth layer of concrete m 3; 124 — Install the corresponding weights for the curtain wall m c . Detailed Implementation

[0026] like Figure 1 As shown, an integral staggered high-rise building with viscous dampers includes several staggered units 1 and viscous dampers 2.

[0027] like Figures 1-3 As shown, the overall staggered high-rise building is formed by the overall staggered arrangement of several staggered units 1.

[0028] After the staggered unit 1 is misaligned, each floor naturally forms a cantilever structure 3. The staggered unit 1 includes an outer frame steel structure 4 and a core tube 5. The outer frame steel structure 4 includes vertical through columns 6, internal frame beams 7, internal floor concrete 8, and cantilever structure 3. The cantilever structure 3 includes cantilever columns 9, cantilever beams 10, and cantilever floor concrete 11. The core tube 5 and vertical through columns 6 of the multiple staggered units 1 are not misaligned in the vertical direction, and are vertically continuous, running through the entire building height. The cantilever structure is equipped with an oblique viscous damper 2 with hinged connections at both ends, one end connected to the end of the cantilever beam 10, and the other end connected to the connection point between the vertical through column 6 and the internal frame beam 7.

[0029] like Figures 1-8 As shown, a construction method for an integral staggered high-rise building with viscous dampers includes the following steps: Step 1: Construct the foundation and core tube 5 of the staggered unit according to the design requirements; Step 2: Install the vertical through columns 6 and internal frame beams 7 layer by layer from bottom to top, and pour the internal floor concrete 8; Step 3: Construct the cantilever frame (beam-column) structure of each staggered unit 1 from bottom to top; Step 4: Construct the curtain wall structure and other maintenance structures. After completion, install the viscous dampers 2 on the upper and lower parts of the cantilever structure to avoid the influence of self-weight deformation on the viscous dampers 2.

[0030] like Figures 4-9 As shown, in step 3 above, the following methods are used for the construction of the cantilever structure 3 and the stress control of the cantilever floor concrete 11 to ensure that the cantilever floor concrete 11 is in a state of almost zero stress after construction, thus avoiding cracking of the concrete during construction: Step 1: Construct the foundation and the core tube 5 of the staggered unit 1 according to the design requirements; Step 2: Install the vertical through columns 6 and internal frame beams 7 layer by layer from bottom to top, and pour the internal floor concrete 8; Step 3: Construct the cantilever frame (beam-column) structure of each staggered unit 1 from bottom to top; Step 4: Construct the curtain wall structure and other maintenance structures. After completion, install the viscous dampers 2 on the upper and lower parts of the cantilever structure to avoid the influence of self-weight deformation on the viscous dampers 2.

[0031] In step 3 above, the following methods are used for the construction of the cantilever structure and the stress control of the cantilever floor concrete to ensure that the floor concrete is in a state of almost zero stress after construction, thus avoiding cracking of the concrete during construction: Step 3-1: As Figure 4 As shown, the cantilever beam 10 and cantilever column 9 are installed according to the cantilever construction plan; Step 3-2: Based on the reverse demolition method, calculate the equivalent counterweight applied to the bottommost cantilever beam end during the concrete pouring of each floor and the installation of the curtain wall at the cantilever beam end. m 1. m 2. m 3. m c These correspond to the counterweights that need to be removed during the pouring of the second, third, and fourth layers of concrete and the installation of the curtain wall, respectively; m Taking 1 as an example, the required weight of the second layer of concrete should be equal to the increase in stress generated in the first layer of concrete, and the weight of the second layer of concrete should be equal to the stress removed. m The stress reduction in the first layer of concrete is approximately equal. The calculation model needs to consider the impact of structural morphology changes on load-bearing performance during the pouring process: the first layer should consider the combined effect of concrete and steel beams, while the second and subsequent layers should only consider the contribution of steel beam stiffness. When pouring the third and fourth layers of concrete sequentially... m 2. m The calculation method of 3 and m The first requirement is that the stress increase generated by the current floor's concrete pouring weight in the lower concrete layers should be approximately equal to the stress decrease generated by removing the corresponding weight of that floor. Furthermore, the combined effect of concrete and steel beams must be considered for the already poured lower floors, while only the contribution of steel beam stiffness should be considered for the currently poured and unpoured floors. Finally, during curtain wall installation, the stress increase generated on the four concrete floors should be approximately equal to the stress decrease generated by removing the corresponding weight. m cWhen the stress reduction on the floor is basically equal, the calculation model needs to consider the combined effect of steel beams and concrete on all floors. Step 3-3: As Figure 5 As shown, the first floor slab concrete is poured and applied before the concrete has set. m 1. m 2. m 3. m c ; Steps 3-4: (e.g.) Figure 6 As shown, the second floor concrete is poured after the first floor concrete has solidified, and the concrete is removed before the second floor concrete has solidified. m 1; Steps 3-5: (e.g.) Figure 7 As shown, the third floor concrete is poured after the second floor concrete has solidified, and the concrete is removed before the third floor concrete has solidified. m 2; Steps 3-6: (e.g.) Figure 8 As shown, the fourth floor concrete is poured after the third floor concrete has solidified, and the concrete is removed before the fourth floor concrete has solidified. m 3; Steps 3-7: (e.g.) Figure 9 As shown, the curtain wall was installed after the concrete on all four floors had solidified, and the curtain wall was then removed. m c .

Claims

1. A staggered high-rise building with viscous dampers, characterized in that: It includes several staggered units and viscous dampers; the staggered units are staggered with each other, and after each layer of staggered units is staggered, a cantilever structure is naturally formed. The staggered unit includes an outer frame steel structure and a core tube; the outer frame steel structure includes vertical through columns, internal frame beams, internal floor concrete, and cantilever structures, wherein the cantilever structures include cantilever columns, cantilever beams, and cantilever floor concrete; the core tubes and vertical through columns of multiple staggered units are not misaligned in the vertical direction, are vertically connected, and run through the entire building height.

2. The overall staggered high-rise building according to claim 1, characterized in that: The cantilever structure is equipped with an oblique viscous damper, which is hinged at both ends. One end is connected to the end of the cantilever beam, and the other end is connected to the connection point between the vertical column and the internal frame beam.

3. A construction method for an integral staggered high-rise building with viscous dampers as described in any one of claims 1-2, characterized in that, Includes the following steps: Step 1: Construct the foundation and core tube of the staggered unit according to the design requirements; Step 2: Install vertical columns and internal frame beams layer by layer from bottom to top, and pour internal floor concrete; Step 3: Construct the cantilever structure of each staggered unit from bottom to top; Step 4: Construct the curtain wall structure and other maintenance structures. After completion, install viscous dampers on the upper and lower parts of the cantilever structure to avoid the influence of self-weight deformation on the dampers.

4. The construction method according to claim 3, characterized in that, In step 3, the following methods are used for the construction of the cantilever structure and the stress control of the cantilever floor concrete to ensure that the floor concrete is in a state of almost zero stress after construction, thus avoiding cracking of the concrete during construction: Step 3-1: Install the cantilever beams and cantilever columns according to the cantilever construction plan; Step 3-2: Based on the reverse demolition method, calculate the equivalent counterweight applied to the bottommost cantilever beam end during the concrete pouring of each floor and the installation of the curtain wall at the cantilever beam end. m 1. m 2. m 3. m c These correspond to the counterweights that need to be removed during the pouring of the second, third, and fourth layers of concrete and the installation of the curtain wall, respectively; for m First layer, the required weight of the second layer of concrete should be equal to the increase in stress generated in the first layer of concrete, and the amount of stress removed. m When the stress reduction in the first layer of concrete is approximately equal, the calculation model needs to consider the impact of structural morphology changes on load-bearing performance during the pouring process: the first layer should consider the combined effect of concrete and steel beams, while the second and subsequent layers should only consider the contribution of steel beam stiffness; when pouring the third and fourth layers of concrete sequentially, m 2. m The calculation method of 3 and m The first requirement is that the stress increase generated by the current floor's concrete pouring weight in the lower concrete layers should be approximately equal to the stress decrease generated by removing the corresponding weight of that floor. Furthermore, the combined effect of concrete and steel beams must be considered for the already poured lower floors, while only the contribution of steel beam stiffness should be considered for the currently poured and unpoured floors. Finally, during curtain wall installation, the stress increase generated on the four concrete floors should be approximately equal to the stress decrease generated by removing the corresponding weight. m c When the stress reduction on the floor is basically equal, the calculation model needs to consider the combined effect of steel beams and concrete on all floors. Step 3-3: Apply [something] while pouring the first floor slab concrete and before the concrete has hardened. m 1. m 2. m 3. m c ; Steps 3-4: After the first floor concrete has solidified, pour the second floor concrete, and remove the concrete before the second floor concrete has solidified. m 1; Steps 3-5: After the second floor concrete has solidified, pour the third floor concrete, and remove the concrete before the third floor concrete has solidified. m 2; Steps 3-6: After the third floor concrete has solidified, pour the fourth floor concrete, and remove the concrete before the fourth floor concrete has solidified. m 3; Steps 3-7: Install the curtain wall after the concrete on all four floors has solidified, and remove... m c .

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