Full-framed shear wall structure for soft soil layer foundation

Abstract

The invention belongs to the technical field of building construction, and particularly relates to a full-framed shear wall structure for a soft soil layer foundation. Comprising a shear wall structure, a frame structure, a foundation structure and a transfer layer located between the shear wall structure and the frame structure, the interior of the transfer layer is connected with the shear wall structure and the frame structure through a plurality of shock insulation supports, and a damper is arranged on the transfer layer; the damper swings along with the frame structure below the conversion layer, provides buffering damping and lowers the gravity center of the building, the conversion layer comprises a plurality of conversion columns, the conversion columns are perpendicularly connected to the bottoms and the tops of the shear wall structure and the frame structure, and each conversion column is divided into an upper section and a lower section. The shock insulation support is arranged between the upper section and the lower section of the conversion column, the damper comprises a mass block and a plurality of bottom hydraulic cylinders, one ends of the bottom hydraulic cylinders are rotationally connected to the mass block, and the other ends of the bottom hydraulic cylinders are connected to and supported on the lower section of the conversion column; the shock insulation support can be prevented from being torn and corroded.

Description

Technical Field

[0001] The invention belongs to the technical field of building construction, and in particular relates to a full-frame supported shear wall structure for a soft soil foundation. Background Art

[0002] Fully frame-supported shear walls are a special high-rise building structural system, characterized by the fact that all shear walls at the bottom are supported by frame columns (frame pillars) through the transfer layer, forming a hybrid structure of "rigid on top and soft on the bottom". Shear walls are used in the upper part to provide lateral stiffness, and the frame structure is used in the lower part to provide a large space. It is suitable for buildings with large bays such as commercial and parking lots that require a few floors at the bottom, and multi-story residential or hotel buildings at the top. Therefore, fully frame-supported shear walls have unique advantages in balancing function and structure. Since this building structure is used in high-rise residential buildings and commercial complexes with dense traffic, in order to reduce the impact of seismic waves on the building during an earthquake, seismic isolation bearings are generally installed in the building. The seismic isolation bearings of the fully frame-supported shear wall structure are generally installed at the top of the foundation (between the basement roof and the foundation). The seismic isolation bearings can isolate part of the seismic energy from being transmitted to the upper structure, protecting the safety of the entire building.

[0003] However, when the fully frame-supported shear wall structure is located in the soft soil area of ​​the coastal area, if the seismic isolation bearing is directly installed on the top of the foundation (such as between the basement and the foundation), several problems may be encountered: the soft soil area has a long natural vibration period due to the soft soil, and the design of the seismic isolation bearing on the top of the foundation will further extend the overall period of the structure, increase the building amplitude on the soft soil area, and easily tear the rubber layer in the seismic isolation bearing. In the high-salt and high-humidity environment of the coastal area, the seismic isolation bearing at the top of the foundation is prone to accelerated corrosion of the metal parts of the seismic isolation bearing due to long-term immersion.

[0004] In order to avoid the problem of tearing and corrosion caused by setting the seismic isolation bearing on the top of the foundation on a soft soil foundation, a full-frame-supported shear wall structure for a soft soil foundation is proposed. Summary of the invention

[0005] In order to solve the above problems existing in the prior art, the present invention provides a fully frame-supported shear wall structure for a soft soil foundation.

[0006] The purpose of the present invention can be achieved by the following technical solutions:

[0007] The present invention discloses a fully frame-supported shear wall structure for a soft soil foundation, comprising a shear wall structure, a frame structure, a foundation structure and a transfer layer between the shear wall structure and the frame structure, wherein the foundation structure is located below the frame structure, the shear wall structure and the frame structure are connected in the transfer layer via a plurality of seismic isolation bearings, a damper is provided on the transfer layer, the damper swings with the frame structure below the transfer layer and provides buffer damping and lowers the center of gravity of the building.

[0008] Furthermore, the conversion layer includes a plurality of conversion columns, which are vertically connected to the bottom and top of the shear wall structure and the frame structure. The conversion columns are divided into an upper section and a lower section, and the seismic isolation bearing is arranged between the upper section and the lower section of the conversion column.

[0009] Furthermore, the damper includes a mass block and a plurality of bottom hydraulic cylinders, one end of the plurality of bottom hydraulic cylinders is rotatably connected to the mass block, and the other end of the bottom hydraulic cylinders is connected and supported on the lower section of the conversion column.

[0010] Furthermore, the damper also includes a plurality of top hydraulic cylinders, one end of each of the top hydraulic cylinders is rotatably connected to the mass block, and the other end of each of the top hydraulic cylinders is connected to the upper section of the conversion column.

[0011] Furthermore, the lower sections of several conversion columns located at the center of the conversion layer structure and around the damper are enclosed by vertical webs to form a box-shaped conversion layer structure.

[0012] Furthermore, the bottom of the frame structure is a pile raft foundation.

[0013] Furthermore, rigid piles and flexible piles are arranged at the bottom of the frame structure. The rigid piles penetrate the soft soil layer and transfer the load to the deep stable bearing layer, and the flexible piles rub against the soil layer and disperse the load.

[0014] Furthermore, the rigid pile is arranged around the outside of the flexible pile.

[0015] The beneficial effects of the present invention are:

[0016] (1) The damper reduces the amplitude of the transition layer and the isolation bearing reduces the upward transmission of seismic waves, which reduces the amplitude of the full frame-supported shear wall structure in the soft soil layer area and improves the safety of the building. In addition, since the damper reduces the amplitude of the transition layer, the relative displacement of the rubber layer in the isolation bearing is small, reducing the risk of tearing the rubber layer. At the same time, since the transition layer is above the frame structure, when the isolation bearing is set on the transition layer, since the transition layer is at the top of the frame structure and above the ground, it will not be corroded by underground moisture and salt;

[0017] (2) After being connected to the upper section of the conversion column through the top hydraulic cylinder, due to the heavy weight of the mass block, a downward pulling force is formed on the upper section of the conversion column and the shear wall structure above it. When the damper mass block swings, the tensile stress in the local area is greater. The downward pulling force formed by the damper makes the connection between the seismic isolation bearings between the upper and lower sections of the conversion column tighter, which can further ensure the connection strength between the upper and lower sections of the conversion column and the seismic isolation bearings under the action of large amplitude vibration. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] In order to facilitate understanding by those skilled in the art, the present invention is further described below with reference to the accompanying drawings.

[0019] Figure 1 It is a schematic diagram of the overall structure of the present invention;

[0020] Figure 2 It is an enlarged schematic diagram of the present invention;

[0021] Explanation of the reference numerals: 1. shear wall structure; 2. frame structure; 3. conversion column; 4. damper; 41. mass block; 42. top hydraulic cylinder; 43. bottom hydraulic cylinder; 5. rigid pile; 6. flexible pile. DETAILED DESCRIPTION

[0022] In order to further explain the technical means and effects adopted by the present invention to achieve the predetermined invention purpose, the specific implementation methods, structures, features and effects of the present invention are described in detail below in conjunction with the accompanying drawings and preferred embodiments.

[0023] like Figure 1-Figure 2 As shown, a fully frame-supported shear wall structure 1 for a soft soil foundation of the present invention comprises a shear wall structure 1, a frame structure 2, a foundation structure and a transfer layer between the shear wall structure 1 and the frame structure 2, wherein the foundation structure is below the frame structure 2, the shear wall structure 1 and the frame structure 2 are connected in the transfer layer through a plurality of seismic isolation bearings, a damper 4 is arranged on the transfer layer, the damper 4 swings with the frame structure 2 below the transfer layer and provides buffer damping and lowers the center of gravity of the building;

[0024] When the fully frame-supported shear wall structure 1 building is located in the soft soil area of ​​the coastal area, if the seismic isolation bearing is directly installed on the top of the foundation (such as between the basement and the foundation), several problems may be encountered: the soft soil area has a long natural vibration period due to the soft soil, and the design of the seismic isolation bearing on the top of the foundation will further extend the overall period of the structure, increase the building amplitude in the soft soil area, and easily tear the rubber layer in the seismic isolation bearing. In the high-salt and high-humidity environment of the coastal area, the seismic isolation bearing at the top of the foundation is prone to accelerated corrosion of the metal parts of the seismic isolation bearing due to long-term immersion;

[0025] In order to reduce the amplitude of the full-frame shear wall structure 1 built on the soft soil layer area, by setting up seismic isolation bearings in the building, the seismic isolation bearings are generally set at the top of the foundation. In the soft soil layer area, the foundation is directly affected by the dynamic response of the soft soil, and the displacement and acceleration are large, resulting in the tearing of the rubber layer of the seismic isolation bearing when the amplitude is large during an earthquake. Therefore, the seismic isolation bearing is set on the conversion layer of the full-frame shear wall structure 1. The conversion layer is affected by the structural stiffness and the filtering effect of the upper structure, and its amplitude is relatively small. The bottom of the full-frame shear wall structure 1 is generally a frame structure 2 with fewer layers, and the top is a shear wall structure 1 with more layers. The conversion layer is between the frame structure 2 and the shear wall structure 1. Since the conversion layer needs to redistribute and transfer the concentrated load of the upper shear wall structure 1 to the lower frame structure 2 to ensure that the overall force of the structure is reasonable, the conversion layer improves the structural strength of the conversion layer through a high-strength conversion beam and conversion column 3 structure. Setting the seismic isolation bearing on the conversion layer can ensure the structural strength.

[0026] In order to further reduce the amplitude of the shear wall structure 1 at the top of the building, a damper 4 is further arranged in the transfer layer. When the seismic isolation bearing is arranged on the transfer layer, the shear wall structure 1 above the transfer layer and the frame structure 2 below the transfer layer form a relatively independent structure, that is, the shear wall structure 1 and the frame structure 2 vibrate relatively independently during an earthquake. Therefore, the transfer layer can be used as the top of the frame structure 2 below it and the foundation. By arranging the damper 4 on the transfer layer, the sensor and control device on the damper 4 can adjust the swing angle according to the amplitude during an earthquake to reduce the amplitude of the transfer layer. After the vibration amplitude is reduced by the damper 4 on the transfer layer, the seismic isolation bearing allows the transfer layer and the lower frame structure 2 to have a relative displacement (usually 200 to 400 mm) through the low horizontal stiffness, thereby reducing the transmission of seismic waves to the shear wall structure 1 above. The amplitude of the transfer layer is reduced by the damper 4 and the upward transmission of seismic waves is reduced by the seismic isolation bearing, so that the amplitude of the full frame-supported shear wall structure 1 in the soft soil layer area is reduced as a whole, thereby improving the safety of the building. Furthermore, since the damper 4 reduces the amplitude of the transition layer position, the relative displacement of the rubber layer in the seismic isolation bearing is small, thereby reducing the risk of tearing of the rubber layer.

[0027] At the same time, since the transition layer is above the frame structure 2, when the seismic isolation bearing is set on the transition layer, since the transition layer is at the top of the frame structure 2 and above the ground, it will not be corroded by underground moisture and salt, and can avoid frequent replacement of the seismic isolation bearing, which is more convenient when inspecting and repairing the seismic isolation bearing.

[0028] Specifically, the transfer layer includes a plurality of transfer columns 3, which are vertically connected to the bottom and top of the shear wall structure 1 and the frame structure 2. The transfer columns 3 are divided into an upper section and a lower section, and a seismic isolation bearing is arranged between the upper section and the lower section of the transfer column 3. The seismic isolation bearing is used to connect the upper section and the lower section of the transfer column 3. The strength of the transfer columns 3 and transfer beams and other structures in the transfer layer is relatively high. Therefore, after the seismic isolation bearing is arranged on the transfer layer, the amplitude of the shear wall structure 1 above the transfer layer and the frame structure 2 below during an earthquake is different. The relative displacement formed on the transfer layer can also ensure the overall safety of the building.

[0029] In the above embodiment, the conversion column 3 on the conversion layer is divided into an upper section and a lower section, and a seismic isolation support is arranged between the upper section and the lower section, so that the shear wall structure 1 above and the frame structure 2 below can move relative to each other during an earthquake to reduce the upward transmission of seismic waves, and the damper 4 on the conversion layer needs to provide buffer damping for the conversion layer and the frame below it during an earthquake. Therefore, the damper 4 needs to provide an opposite force with the vibration of the conversion layer and the frame structure 2 below it to reduce the vibration amplitude of the frame structure 2. Therefore, in one embodiment, the damper 4 includes a mass block 41 and a plurality of bottom liquid Pressure cylinder 43, one end of several bottom hydraulic cylinders 43 is rotatably connected to the mass block 41, and the other end of the bottom hydraulic cylinder 43 is connected and supported on the lower section of the conversion column 3; the damper 4 can be a tuned mass damper 4. Since the tuned mass damper 4 is heavy, when it is set on the conversion layer, it can not only be used to provide buffer damping to reduce the amplitude when the building shakes or vibrates, but also because the height of the conversion layer is relatively low, the damper 4 is set on the conversion layer and can also be used to lower the center of gravity of the building. The strength of the conversion layer is relatively high, and it can also provide sufficient support for the heavy tuned mass damper 4.

[0030] After the bottom hydraulic cylinder 43 of the damper 4 is connected and supported on the lower section of the conversion column 3, when the building is located in a soft soil area and an earthquake occurs, the vibration amplitude generated by the building is relatively large, and the lower section of the conversion column 3 on the conversion layer will shake along with the frame structure 2 below it, while the shear wall structure 1 connected by the seismic isolation bearing is above the upper section of the conversion column 3, and its amplitude is reduced by the action of the seismic isolation bearing. Therefore, in this embodiment, the damper 4 is supported on the lower section of the conversion column 3 to provide buffer damping for the lower section of the conversion layer and the frame structure 2.

[0031] Furthermore, the damper 4 also includes a plurality of top hydraulic cylinders 42, one end of each of the top hydraulic cylinders 42 is rotatably connected to the mass block 41, and the other end of the top hydraulic cylinder 42 is connected to the upper section of the conversion column 3; after the mass block 41 of the damper 4 is connected to the upper section of the conversion column 3 through the top hydraulic cylinders 42, the top hydraulic cylinders 42 can be used to limit the mass block 41 to prevent the bottom hydraulic cylinder 43 from having insufficient supporting strength, so that the swing amplitude of the mass block 41 is within a controllable range. After the seismic isolation bearings are set on the conversion layer, when the bottom frame structure 2 swings, under the action of the seismic isolation bearings, the top shear wall structure 1 remains relatively motionless, and the damper 4 adjusts the swing in the opposite direction of the swing of the frame structure 2 to buffer and reduce the amplitude. After being connected to the upper section of the conversion column 3 through the top hydraulic cylinder 42, due to the heavy weight of the mass block 41, a downward pulling force is formed on the upper section of the conversion column 3 and the shear wall structure 1 above it. When the mass block 41 of the damper 4 swings, the tensile stress in the local area is greater, and the downward pulling force formed by the damper 4 makes the connection between the seismic isolation bearings between the upper and lower sections of the conversion column 3 tighter, which can further ensure the connection strength between the upper and lower sections of the conversion column 3 and the seismic isolation bearings under the action of larger amplitude vibrations.

[0032] Since seismic isolation bearings and dampers 4 are provided in the transition layer at the same time, in order to ensure the structural strength in the transition layer, in one embodiment, the lower sections of several transition columns 3 located at the center of the transition layer structure and around the dampers 4 are enclosed by vertical webs to form a box-shaped transition layer structure; after the lower sections of the transition columns 3 surrounding the dampers 4 are connected by vertical webs, the vertical webs are used to form a complete structure for the interconnected transition columns 3, and the box-shaped transition layer can form a closed cross-section, provide shear and torsional stiffness, and restrain the diffusion of internal stress.

[0033] When the building of the full frame-supported shear wall structure 1 is located in a soft soil layer area, the raft slab alone may settle too much due to the low bearing capacity and high compressibility of the soft soil layer area itself. Therefore, in one embodiment, the bottom of the frame structure 2 is a pile raft foundation; since the pile raft foundation can transfer the load to the deeper harder soil layer or provide support through the friction resistance of the pile side, it can significantly improve the overall bearing capacity. In addition, the pile raft foundation reduces differential settlement through the pile foundation, and the raft slab evenly distributes the load. During an earthquake, liquefaction is also prone to occur in the soft soil layer area. The pile foundation can penetrate the liquefied layer, enhance stability, and effectively solve the problems of insufficient bearing capacity and settlement. In actual use, targeted design (such as pile length, type, raft stiffness) and evaluation of risks such as negative friction resistance are required.

[0034] Furthermore, rigid piles 5 and flexible piles 6 are arranged at the bottom of the frame structure 2. The rigid piles 5 penetrate the soft soil layer and transfer the load to the deep stable bearing layer, and the flexible piles 6 rub against the soil layer and disperse the load. The rigid piles 5 have large pile body rigidity and small settlement, and are used to bear the main load. The flexible piles 6 rely on the pile side friction resistance and the soft soil layer to disperse part of the load and improve the overall rigidity of the foundation, reduce the soil pressure at the bottom of the raft through friction, coordinate differential settlement, and are suitable for the mid-span area or non-concentrated load area of ​​the frame structure 2. When the rigid piles 5 and the flexible piles 6 are used in coordination, the rigid piles 5 bear 60% to 80% of the load, and the flexible piles 6 share the remaining part to avoid stress concentration on the rigid piles 5. The elastic deformation of the flexible piles 6 can buffer the compression of the soft soil, and the rigid piles 5 limit the overall settlement and reduce the risk of differential settlement. Through the coordinated use of the rigid piles 5 and the flexible piles 6, the bearing capacity of the foundation can be improved in the soft soil layer area and the uneven settlement can be reduced to improve the strength of the upper building. When the rigid piles 5 directly transfer the load to the bearing layer, the large amplitude of the upper building caused by the liquefaction of the soft soil area can be reduced during an earthquake. Through the coordinated use of the rigid piles 5 and the flexible piles 6 and the cooperation with the seismic isolation bearings and dampers 4 on the transfer layer, the stability of the full-frame shear wall structure 1 is further guaranteed.

[0035] Since the bottom frame structure 2 of the full frame-supported shear wall structure 1 is mainly used in shopping malls that require a large space, the internal span is relatively large, so the load in the middle area of ​​the foundation is relatively small, and the load on the periphery is relatively large. Therefore, in one embodiment, the rigid piles 5 are arranged around the outside of the flexible piles 6; a "support ring" is formed by the peripheral rigid piles 5 to bear the horizontal load and bending moment on the periphery of the frame structure 2, and at the same time penetrate the soft soil layer to transfer the vertical load to the deep bearing layer. Limit the lateral deformation of the soft soil and reduce the squeezing effect on the internal flexible piles 6. The flexible piles 6 mainly bear the vertical load in the central area, and work together with the raft through friction to reduce the settlement of the central area. The elastic deformation of the flexible piles 6 can absorb part of the soil stress and avoid stress concentration in the middle of the raft.

[0036] The above description is only a preferred embodiment of the present invention and does not limit the present invention in any form. Although the present invention has been disclosed as a preferred embodiment as above, it is not used to limit the present invention. Any technical personnel in this field can make some changes or modify the technical contents disclosed above into equivalent embodiments without departing from the scope of the technical solution of the present invention. However, any brief modifications, equivalent changes and modifications made to the above embodiments based on the technical essence of the present invention without departing from the content of the technical solution of the present invention are still within the scope of the technical solution of the present invention.

Claims

1. A fully frame-supported shear wall structure for soft soil foundation, characterized by: It includes a shear wall structure, a frame structure, a foundation structure and a transfer layer between the shear wall structure and the frame structure, wherein the foundation structure is located below the frame structure, the shear wall structure and the frame structure are connected via a plurality of seismic isolation supports in the transfer layer, a damper is provided on the transfer layer, the damper swings with the frame structure below the transfer layer and provides buffer damping and lowers the center of gravity of the building.

2. The fully frame-supported shear wall structure for soft soil foundation according to claim 1, characterized in that: The conversion layer includes a plurality of conversion columns, which are vertically connected to the bottom and top of the shear wall structure and the frame structure. The conversion columns are divided into an upper section and a lower section, and the seismic isolation bearing is arranged between the upper section and the lower section of the conversion column.

3. The fully frame-supported shear wall structure for soft soil foundation according to claim 2 is characterized in that: The damper comprises a mass block and a plurality of bottom hydraulic cylinders, one end of the plurality of bottom hydraulic cylinders is rotatably connected to the mass block, and the other end of the bottom hydraulic cylinders is connected and supported on the lower section of the conversion column.

4. The fully frame-supported shear wall structure for soft soil foundation according to claim 3 is characterized in that: The damper also includes a plurality of top hydraulic cylinders, one end of each of the top hydraulic cylinders is rotatably connected to the mass block, and the other end of each of the top hydraulic cylinders is connected to the upper section of the conversion column.

5. The fully frame-supported shear wall structure for soft soil foundation according to claim 4 is characterized in that: The lower sections of a plurality of conversion columns at the center of the conversion layer structure and around the damper are enclosed by vertical webs to form a box-shaped conversion layer structure.

6. The fully frame-supported shear wall structure for soft soil foundation according to claim 1 is characterized by: The bottom of the frame structure is a pile raft foundation.

7. The fully frame-supported shear wall structure for soft soil foundation according to claim 1 is characterized by: Rigid piles and flexible piles are arranged at the bottom of the frame structure. The rigid piles penetrate the soft soil layer and transfer the load to the deep stable bearing layer, and the flexible piles rub against the soil layer and disperse the load.

8. The fully frame-supported shear wall structure for soft soil foundation according to claim 7, characterized in that: The rigid pile is arranged around the outside of the flexible pile.

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