Building shock isolation device, design method and nuclear power station building system

Abstract

The invention discloses a building shock insulation device, a design method and a nuclear power station building system. The building shock insulation device comprises a foundation pit and a shock insulation layer. The shock insulation layer comprises a first support and a second support, the first support is located between the outer side wall of the building structure and the inner side wall of the foundation pit, the outer side wall of the building structure is connected with the upper end of the inner side wall of the foundation pit through the first support, and the first support is used for supporting the building structure; and the first support can generate elastic deformation in the horizontal direction and provide horizontal damping for the building structure. The second support is located at the bottom of the foundation pit, the bottom face of the building structure is slidably connected with the bottom of the foundation pit through the second support, and the second support is used for supporting the building structure and providing displacement allowance in the horizontal direction for the building structure so as to be matched with the first support to conduct shock isolation on the building structure. The building shock insulation device can effectively reduce horizontal swing of a building structure, and therefore the shock insulation effect is improved.

Description

Technical Field

[0001] The invention relates specifically to a building seismic isolation device, a design method of the building seismic isolation device and a nuclear power plant building system comprising the device. Background Art

[0002] With the continuous development of nuclear power technology, the safety of nuclear power plants has been increasingly valued by countries around the world. Earthquakes are a major factor threatening the safety of nuclear power plants, so the research on seismic design of nuclear power plants is of great significance. Structural seismic isolation technology is currently recognized as an effective seismic disaster reduction control technology in the world. However, seismic isolation technology is rarely used in nuclear power plants, and basic seismic isolation technology is basically used.

[0003] The reason is that the existing seismic isolation technology usually installs seismic isolation layer supports at the bottom of the building, that is, the building is connected to the ground through the seismic isolation layer supports. During an earthquake, the existing seismic isolation structure (including the building and the seismic isolation layer supports connected to the building) will experience a horizontal swing effect, which manifests as changes in the tensile and compressive stresses of the seismic isolation layer supports. For base isolation structures with a large height-to-width ratio, a more serious swing effect will occur, causing the seismic isolation supports to be stretched, which can easily cause the seismic isolation structure to overturn. At the same time, the rubber bearings commonly used in existing designs do not have strong tensile strength, so excessive tension on the seismic isolation bearings and overturning of the seismic isolation structure have always been one of the main obstacles hindering the application of seismic isolation technology in buildings with a large height-to-width ratio.

[0004] In summary, the existing seismic isolation structure is prone to horizontal swing effect, which can easily cause the overturning of the building and cannot meet the seismic isolation requirements of nuclear power plants. Summary of the invention

[0005] The technical problem to be solved by the present invention is to provide a building seismic isolation device, a design method and a nuclear power plant building system in view of the above-mentioned deficiencies in the prior art. The building seismic isolation device can effectively reduce the horizontal swing of the building structure, thereby improving the seismic isolation effect.

[0006] According to an embodiment of the first aspect of the present invention, there is provided a building seismic isolation device for seismic isolation of a building structure, comprising: a foundation pit and a seismic isolation layer; the seismic isolation layer is installed in the foundation pit, the building structure is partially accommodated in the foundation pit, and is connected to the seismic isolation layer. The seismic isolation layer comprises a first support and a second support, the first support is located between the outer wall of the building structure and the inner wall of the foundation pit, the outer wall of the building structure is connected to the upper end of the inner wall of the foundation pit through the first support, the first support is used to support the building structure, and the first support can produce elastic deformation in the horizontal direction and provide horizontal damping to the building structure. The second support is located at the bottom of the foundation pit, the bottom surface of the building structure is slidably connected to the bottom of the foundation pit through the second support, the second support is used to support the building structure, and provide the building structure with a displacement margin in the horizontal direction to cooperate with the first support to seismically isolate the building structure.

[0007] Preferably, the bottom of the first support is located at a target installation height so that the elevation of the rigidity center of the seismic isolation layer is consistent with the elevation of the center of mass of the building structure.

[0008] Preferably, the target installation height h satisfies: h=H*(1+1 / a); wherein a is the stiffness ratio between the first support and the second support; and H is the centroid elevation of the building structure.

[0009] Preferably, the device also includes a corbel bracket and a connecting part, the corbel bracket is connected to the inner wall of the foundation pit, the corbel bracket is located at the upper end of the foundation pit, the connecting part is connected to the middle part of the outer wall of the building structure, the connecting part is located above the corbel bracket, the first support is located between the connecting part and the corbel bracket, the first support is arranged in the vertical direction, the upper end of the first support is connected to the connecting part, and the lower end is connected to the corbel bracket.

[0010] Preferably, the first support includes a first end, a second end and a support body, the first end is located above the second end, the first end is connected to the connecting portion, the second end is connected to the corbel bracket, the support body is located between the first end and the second end, the support body includes a plurality of steel plate layers and a plurality of rubber layers, the plurality of steel plate layers and the plurality of rubber layers are alternately stacked, the steel plate layers are connected to the rubber layers in sequence, and the first end is connected to the second end through the support body.

[0011] Preferably, there are a plurality of said corbel brackets, and the plurality of said corbel brackets are arranged along the circumference direction of the inner side wall of the foundation pit, and the said connecting portion extends along the circumference direction of the outer side wall of the building structure. There are a plurality of said first supports, and the plurality of said first supports surround the periphery of the building structure, and at least one first support is installed on each corbel bracket.

[0012] Preferably, a displacement gap is provided between the inner end of the corbel bracket and the outer side wall of the building structure, and the width of the displacement gap is greater than the maximum elastic deformation generated by the first support in the horizontal direction.

[0013] Preferably, the second support is installed at the bottom of the foundation pit, and the second support includes a sliding member and a sliding panel. The sliding panel is installed at the bottom of the foundation pit, the upper end of the sliding member is connected to the bottom of the building structure, and the lower end surface of the sliding member is in contact with the sliding panel and can slide relative to the sliding panel.

[0014] Preferably, the cross-sectional shape of the foundation pit is adapted to the cross-sectional shape of the building structure.

[0015] According to an embodiment of the second aspect of the present invention, there is provided a nuclear power plant building system, comprising a reactor body and the above-mentioned building seismic isolation device, wherein the reactor body is connected to the seismic isolation layer of the building seismic isolation device to seismically isolate the reactor body.

[0016] According to an embodiment of the third aspect of the present invention, there is provided a design method for the above-mentioned building seismic isolation device, comprising the following steps: obtaining a finite element model of a building structure and calculation parameters of a seismic isolation layer. According to the finite element model of the building structure, obtaining the centroid elevation of the building structure. According to the calculation parameters of the seismic isolation layer, obtaining the stiffness ratio between the first support and the second support. According to the stiffness ratio and the centroid elevation, obtaining the target installation height of the first support.

[0017] Preferably, a finite element model of the building structure and calculation parameters of the isolation layer are obtained, and the centroid elevation of the building structure is obtained based on the finite element model of the building structure. The stiffness ratio between the first bearing and the second bearing is obtained based on the calculation parameters of the isolation layer, and the target installation height of the first bearing is obtained based on the stiffness ratio and the centroid elevation.

[0018] Preferably, the calculation parameters include: a first stiffness value, a second stiffness value and a first target number and a second target number, wherein the first stiffness value is the equivalent stiffness data of the first bearing, the second stiffness value is the equivalent stiffness data of the second bearing, the first target number is the selected number of the first bearing, and the second target number is the selected number of the second bearing; obtaining the stiffness ratio between the first bearing and the second bearing according to the calculation parameters of the isolation layer specifically includes: establishing a calculation formula for the stiffness ratio, the calculation formula for the stiffness ratio is: a=(k1*n1) / (k2*n2); wherein a is the stiffness ratio; k1 is the first stiffness value; n1 is the first target number; k2 is the second stiffness value; n2 is the second target number; substituting the first stiffness value, the second stiffness value, the first target number and the second target number into the calculation formula for the stiffness ratio to calculate the stiffness ratio.

[0019] Preferably, the target installation height of the first support is obtained according to the stiffness ratio and the center of mass elevation, which specifically includes: establishing a calculation formula for the target installation height of the first support, the calculation formula for the target installation height is: h=H*(1+1 / a); wherein h is the target installation height; H is the center of mass elevation of the building structure; a is the stiffness ratio; substituting the stiffness ratio and the center of mass elevation into the calculation formula for the target installation height to calculate the target installation height of the first support.

[0020] The seismic isolation layer of the building seismic isolation device in the present invention adopts a structure in which a first support and a second support cooperate to achieve seismic isolation of the building structure. Specifically, the seismic isolation layer is installed in a foundation pit. A corbel bracket is provided on the inner side wall of the foundation pit, and a first support is installed on the corbel bracket, and a plurality of first supports form a first seismic isolation layer. The first end of the first support is connected to the building structure, and the second end is connected to the corbel. The first end and the second end are connected through a support body, so that the first support can bear the load in the vertical direction, and consume the energy of the horizontal earthquake of the building structure by generating elastic deformation in the horizontal direction and providing horizontal damping to the building structure. Specifically, in the horizontal vibration, the rubber layer inside the rubber support will produce lateral deformation, and a relative motion interface will be formed between the rubber layer and the steel plate layer, and the adjacent rubber layer and the steel plate layer will be affected by friction, thereby providing horizontal damping to the building structure. Under the damping action, part of the vibration energy is converted into heat energy. In other words, the first support can provide damping to consume the energy of the horizontal earthquake.

[0021] Furthermore, if the bottom of the building structure is rigidly connected to the ground, during the horizontal oscillation, the lower end of the building structure will be fixed while the upper end will swing, which can easily lead to fracture near the bottom. The device is provided with a plurality of second supports, which are installed at the bottom of the foundation pit, and the plurality of second supports form a second seismic isolation layer. The sliding member of the second support is connected to the bottom surface of the building structure, the sliding panel is connected to the bottom of the foundation pit, the lower end surface of the sliding member is in contact with the sliding panel, and can slide relative to the sliding panel. The second support can also bear the load in the vertical direction. When the ground vibrates, the elastic deformation and damping effect of the first support in the horizontal direction are used to remove the seismic energy in the horizontal direction, and the second support provides the building structure with a displacement margin in the horizontal direction, that is, the bottom of the building structure produces an oscillating displacement in the horizontal direction through the sliding member, and then cooperates with the first support to isolate the building structure, thereby avoiding fracture near the bottom of the building structure.

[0022] Furthermore, the corbel bracket is located at the upper end of the foundation pit to achieve the effect of raising the rigid center of the first seismic isolation layer. At the same time, in conjunction with the second seismic isolation layer located at the bottom of the foundation pit, the rigid center elevation of the seismic isolation layer can be kept consistent with the center of mass elevation of the entire building structure. It should be noted that the closer the rigid center height of the seismic isolation layer is to the center of mass of the building structure, the smaller the horizontal swing effect of the building structure under the action of a horizontal earthquake, and the smaller the overturning moment of the building structure. Therefore, the seismic isolation device of this building can effectively reduce the overturning moment by keeping the rigid center elevation of the seismic isolation layer consistent with the center of mass elevation of the entire building structure.

[0023] In summary, the building seismic isolation device can effectively reduce the horizontal swing of the building structure, thereby improving the seismic isolation effect. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] Figure 1 is a schematic structural diagram of a building seismic isolation device in some embodiments of the present invention;

[0025] Figure 2 1 is a top view of a building seismic isolation device in some embodiments of the present invention.

[0026] In the figure: 1-building structure, 2-foundation pit, 3-first support, 4-second support, 5-corbel support, 6-connecting part. DETAILED DESCRIPTION

[0027] The following will be combined with the accompanying drawings in the present invention to clearly and completely describe the technical solutions in the invention. Obviously, the described embodiments are part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments in the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of the present invention.

[0028] In the description of the present invention, it should be noted that the terms "upper", "lower" and the like indicating directions or positional relationships are based on the directions or positional relationships shown in the accompanying drawings and are only for the convenience and simplification of the description. They do not indicate or imply that the device or element referred to must have a specific direction, be constructed and operated in a specific direction. Therefore, they should not be understood as limitations on the present invention.

[0029] In the description of the present invention, the terms “first”, “second” and “third” are used for descriptive purposes only and should not be understood as indicating or implying relative importance.

[0030] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "connect", "set", "install", "fix" and the like should be understood in a broad sense, for example, it can be a fixed connection or a detachable connection, or an integral connection; it can be a direct connection or an indirect connection through an intermediate medium, or it can be the internal communication of two elements. For those skilled in the art, the specific meanings of the above terms in the present invention can be understood according to the specific circumstances.

[0031] Example 1

[0032] See also Figure 1 and Figure 2 The present invention discloses a building seismic isolation device, which is used to isolate a building structure 1 from seismic waves, and includes: a foundation pit 2 and a seismic isolation layer.

[0033] The seismic isolation layer is installed in the foundation pit 2, and the building structure 1 is partially contained in the foundation pit 2 and connected to the seismic isolation layer. The seismic isolation layer includes a first support 3 and a second support 4. The first support 3 is located between the outer wall of the building structure 1 and the inner wall of the foundation pit 2. The outer wall of the building structure 1 is connected to the upper end of the inner wall of the foundation pit 2 through the first support 3. The first support 3 is used to support the building structure 1, and the first support 3 can produce elastic deformation in the horizontal direction and provide horizontal damping to the building structure 1. The second support 4 is located at the bottom of the foundation pit 2. The second support 4 is used to support the building structure 1 and provide the building structure 1 with a displacement margin in the horizontal direction to cooperate with the first support 3 to isolate the building structure.

[0034] It should be noted that the existing seismic isolation structure (seismic isolation structure includes building structure and seismic isolation layer connected to the building structure) usually sets rubber bearings between the bottom of the building and the foundation, and the building is elastically connected to the foundation through the rubber bearings. The tensile resistance of the rubber bearings is not strong, so when the seismic isolation bearings are pulled, the entire seismic isolation structure overturns. Figure 1As shown, the building structure 1 in a nuclear power plant is usually large in size. For example, a certain plant in a nuclear power plant may be 30 meters high, 50 meters long, and 20 meters wide. For such a building with relatively large length, width, and height, directly using the existing rubber bearing as the seismic isolation layer is particularly prone to the problem of overturning of the seismic isolation structure.

[0035] like Figure 1 and Figure 2 As shown, the seismic isolation layer of the building seismic isolation device in the present invention adopts a structure in which a first bearing 3 and a second bearing 4 cooperate to achieve seismic isolation of the building. Specifically, the seismic isolation layer is installed in the foundation pit 2. The first bearing 3 adopts a rubber bearing, for example: a rubber seismic isolation bearing of model LRB1000. Specifically, the rubber bearing is formed by vulcanization and bonding of multiple layers of thin steel plates and multiple layers of rubber sheets, and the rubber sheets are lead core rubber sheets. There are multiple first bearings 3, and multiple first bearings 3 surround the building structure. The outer wall of the building structure 1 is connected to the upper end of the inner wall of the foundation pit 2 through multiple first bearings 3. Multiple first bearings 3 constitute the first seismic isolation layer. The first bearing 3 can bear the load in the vertical direction, and remove the vibration force in the horizontal direction of the building structure by generating elastic deformation in the horizontal direction and providing horizontal damping to the building structure. Specifically, in the horizontal vibration, the rubber layer inside the rubber bearing will produce lateral deformation, and a relatively moving interface will be formed between the rubber layer and the steel plate layer, and the adjacent rubber layer and steel plate layer will be affected by friction, thereby providing horizontal damping to the building structure. Under the damping effect, part of the vibration energy is converted into heat energy. In other words, the first bearing 3 can provide damping to consume the energy of horizontal earthquakes.

[0036] Furthermore, if the bottom of the building structure is rigidly connected to the ground, during the horizontal oscillation, the building structure will be fixed at the lower end and swing at the upper end, which may easily lead to fracture near the bottom. A plurality of second supports 4 are installed at the bottom of the foundation pit 2, and the plurality of second supports 4 form a second seismic isolation layer. The second support 4 adopts a slide plate support, for example, a slide plate support of model ESB900. Specifically, the slide plate support includes a sliding member and a sliding panel, the sliding member of the second support 4 is connected to the bottom surface of the building structure, the sliding panel is connected to the bottom of the foundation pit, the lower end surface of the sliding member contacts the sliding panel, and can slide relative to the sliding panel. The second support 4 can also bear the load in the vertical direction. When the ground vibrates, the first support removes the seismic energy in the horizontal direction through the elastic deformation and damping effect in the horizontal direction, and the second support 4 provides the building structure with a displacement margin in the horizontal direction, that is, the bottom of the building structure generates an oscillating displacement in the horizontal direction through the sliding member, and then cooperates with the first support to isolate the building structure, avoiding fracture near the bottom of the building structure.

[0037] Moreover, the seismic isolation device of the present building is a seismic isolation system for reducing the overturning moment. By raising the height of the seismic isolation layer, especially raising the height of the first seismic isolation layer (i.e., the first support 3), the first support 3 is installed at the upper end of the inner wall of the foundation pit 2 to reduce the horizontal swing effect of the building structure, so as to avoid the seismic isolation layer support from being pulled. This is because, by raising the height of the first seismic isolation layer, the overall center of mass of the building increases relative to the height of the foundation pit. This can improve the relative position between the rigid center of the combined seismic isolation layer and the elevation of the center of mass of the building structure, and reduce the risk of overturning of the structure, thereby reducing the swing effect. Therefore, the advantage of this seismic isolation system is that on the basis of ensuring the seismic isolation effect, the structure of the rubber seismic isolation support is not changed, various rubber seismic isolation supports can be widely used, and it is easy to design and purchase. The seismic isolation device of the present building can be applied to any building structure 1 that needs to be isolated, and is particularly suitable for seismic isolation protection of the building structure 1 of a nuclear power plant.

[0038] See also Figure 1 In some embodiments, the bottom of the first support 3 is located at the target installation height so that the rigid center elevation of the seismic isolation layer is consistent with the mass center elevation of the building structure 1. The rigid center elevation of the seismic isolation layer refers to the height from the rigid center (rigid center) of the seismic isolation layer to the bottom of the foundation pit, and the mass center elevation of the building structure refers to the height from the mass center of the building structure to the bottom of the foundation pit.

[0039] In this embodiment, the installation position of the first support 3 is raised to achieve the effect of raising the rigidity center of the first seismic isolation layer. In particular, the bottom of the first support 3 is located at the target installation height so that the rigidity center elevation of the seismic isolation layer is consistent with the center of mass elevation of the building structure 1. In other words, the first seismic isolation layer cooperates with the second seismic isolation layer located at the bottom of the foundation pit 2 so that the rigidity center elevation of the seismic isolation layer can be consistent with the center of mass elevation of the building structure. It should be noted that the closer the rigidity center height of the seismic isolation layer is to the center of mass of the building structure, the smaller the horizontal swing effect of the building structure under the action of a horizontal earthquake, and the smaller the overturning moment of the building structure. Therefore, the seismic isolation device of the present building can effectively reduce the overturning moment by keeping the rigidity center elevation of the seismic isolation layer consistent with the center of mass elevation of the building structure.

[0040] In summary, the building seismic isolation device can effectively reduce the horizontal swing of the building structure 1, thereby improving the seismic isolation effect.

[0041] See also Figure 1 and Figure 2 In some embodiments, the device further comprises a corbel bracket 5 and a connecting portion 6. The corbel bracket 5 is connected to the inner wall of the foundation pit 2, the corbel bracket 5 is located at the upper end of the foundation pit 2, the connecting portion 6 is connected to the middle of the outer wall of the building structure 1, the connecting portion 6 is located above the corbel bracket 5, the first support 3 is located between the connecting portion 6 and the corbel bracket 5, the first support 3 is arranged in the vertical direction, the upper end of the first support 3 is connected to the connecting portion 6, and the lower end is connected to the corbel bracket 5.

[0042] In this embodiment, the first support 3 is installed on the corbel bracket 5, that is, the first support 3 is raised to the target installation height by the corbel bracket 5. In other words, in this embodiment, by selecting the height of the corbel bracket 5 (i.e., the corbel) so that the rigid center elevation of the seismic isolation layer is consistent with the center of mass elevation of the building structure, the horizontal swing effect and torsion effect of the building structure 1 can be significantly reduced when it is subjected to external loads (such as earthquake forces). This means that under earthquakes or other horizontal loads, the structure can better maintain orthogonal balance, avoid irregular swinging and torsion, and be more stable.

[0043] Specifically, the corbel bracket 5 (corbel) is located at the upper end of the foundation pit 2 to achieve the effect of raising the rigid center of the first seismic isolation layer. At the same time, in conjunction with the second seismic isolation layer located at the bottom of the foundation pit 2, the rigid center elevation of the seismic isolation layer can be kept consistent with the center of mass elevation of the building structure. It should be noted that the closer the rigid center height of the seismic isolation layer is to the center of mass of the building structure, the smaller the horizontal swing effect of the building structure under the action of a horizontal earthquake, and the smaller the overturning moment of the building structure. Therefore, the seismic isolation device of the present building can effectively reduce the overturning moment by keeping the rigid center elevation of the seismic isolation layer consistent with the center of mass elevation of the building structure.

[0044] Further, the first support 3 includes a first end, a second end and a support body, the first end is located above the second end, the first end is connected to the connecting portion 6, the second end is connected to the corbel bracket 5, the support body is located between the first end and the second end, the support body includes a plurality of steel plate layers and a plurality of rubber layers, the plurality of steel plate layers and the plurality of rubber layers are alternately stacked, the steel plate layers and the rubber layers are sequentially connected, and the multi-layer rubber layers and the plurality of steel plate layers can be vulcanized and bonded. The first end is connected to the second end through the support body.

[0045] In the horizontal vibration, the rubber layer inside the rubber bearing will produce lateral deformation, and a relatively moving interface will be formed between the rubber layer and the steel plate layer. The adjacent rubber layer and steel plate layer will be affected by friction, thereby providing horizontal damping to the building structure. Under the damping effect, part of the vibration energy is converted into heat energy. In other words, the first bearing can provide damping to consume the energy of horizontal earthquake.

[0046] Furthermore, there are multiple corbel brackets 5, which are arranged along the circumference direction of the inner wall of the foundation pit 2, and the connecting portion 6 extends along the circumference direction of the outer wall of the building structure 1. There are multiple first bearings 3, which surround the building structure 1, and at least one first bearing 3 is installed on each corbel bracket 5. Multiple first bearings 3 are installed on the corbels, so that the multiple first bearings 3 form a first seismic isolation layer.

[0047] The upper end of the corbel bracket 5 is provided with a mounting plane, which extends in the horizontal direction, and the height of the mounting plane is the above-mentioned target mounting height. The mounting planes of multiple corbel brackets 5 surround the building structure 1, and at least one first support 3 is installed on each mounting plane. The building structure 1 is connected to the mounting plane through the first support 3. By evenly arranging multiple first supports 3 around the building structure 1, the building structure 1 can evenly unload force when the ground vibrates, thereby reducing the overturning moment.

[0048] like Figure 1 As shown, the second support 4 is installed at the bottom of the foundation pit 2, and the second support 4 includes a sliding panel and a sliding member. The sliding panel is installed at the bottom of the foundation pit 2, the upper end of the sliding member is connected to the bottom of the building structure, and the lower end surface of the sliding member contacts the sliding panel and can slide relative to the sliding panel.

[0049] Further, the second support 4 includes an upper steel plate and a lower steel plate, and a support body located between the upper and lower steel plates. The support body includes a sliding panel and a sliding member, the sliding panel is connected to the bottom of the foundation pit 2 through the lower steel plate, and the sliding member is connected to the bottom of the building structure through the upper steel plate. The sliding member includes a rubber support portion and a sliding material plate arranged on the lower end surface of the rubber support portion, and the rubber support portion contacts the sliding panel through the sliding material plate. Specifically, the sliding material plate can be a polytetrafluoroethylene plate or a modified polytetrafluoroethylene plate or a modified ultra-high molecular weight polyethylene plate. The sliding panel can be coated with a sliding coating, such as a thermosetting resin coating, etc. Through the contact between the sliding material plate and the sliding coating, the friction coefficient between the sliding member and the sliding panel can be effectively reduced.

[0050] In some embodiments, the target installation height h of the first support 3 satisfies: h=H*(1+1 / a); wherein a is the stiffness ratio between the first support and the second support; and H is the centroid elevation of the building structure.

[0051] The height position of the corbel (i.e., the target installation height) needs to be obtained by weighted calculation based on the stiffness ratio between the first support 3 and the second support 4. In other words, in this building seismic isolation device, the horizontal stiffness of the corbel rubber seismic isolation support (i.e., the first support 3) and the horizontal stiffness of the base slide support (i.e., the second support 4) need to be used as weights to weightedly calculate the rigidity center height of the seismic isolation layer. The closer the rigidity center height of the seismic isolation layer is to the center of mass of the building structure, the smaller the horizontal swing effect of the building structure under the action of a horizontal earthquake, and the smaller the overturning moment of the building structure.

[0052] The following is a specific example of weighted calculation of the seismic isolation layer.

[0053] (1) The seismic model (i.e., the calculation model of the building structure) is obtained by using common finite element calculation software. The centroid elevation of the building structure is H: 11.85 m;

[0054] (2) Select the seismic isolation bearing and obtain the bearing index parameters of the seismic isolation bearing:

[0055]

[0056] (3) The stiffness ratio is calculated based on the stiffness values ​​of the two. The calculation formula is: stiffness ratio a = (equivalent horizontal stiffness of the first support * number) / (equivalent horizontal stiffness of the second support * number);

[0057] In this example, the calculation results are as follows:

[0058]

[0059] (4) According to the stiffness ratio, the target elevation of the corbel isolation layer is calculated. The principle is: the elevation of the centroid of the structure calculated previously is used as the elevation of the rigid center of the corresponding combined isolation layer. Under this condition, the elevation of the corbel isolation layer is calculated weightedly according to the stiffness ratio.

[0060] Specifically, the target elevation calculation formula of the corbel isolation layer is: target elevation h=H*(1+1 / a), where H is the centroid elevation of the building structure and a is the stiffness ratio.

[0061] In this example, the calculation results are as follows:

[0062]

[0063] Therefore, in this embodiment, the height of the corbel is 13.86m. Of course, a certain error margin can be reserved below this installation height, so the preferred height of the corbel is 13-14m. Within this height range, the rigid center elevation of the seismic isolation layer is basically consistent with the center of mass elevation of the building structure, which can effectively reduce the overturning moment.

[0064] like Figure 1 As shown, the depth of the foundation pit 2 is greater than the elevation of the mass center of the building structure. In other words, in order to ensure that the total horizontal rigid center height of the seismic isolation bearings of the seismic isolation system can be equal to the mass center height of the building structure itself, the height of the side wall of the seismic isolation trench on the non-building structure side (i.e., the inner wall of the foundation pit 2) should be determined according to the mass center of the building structure.

[0065] Continuing with the above-mentioned nuclear power plant building as an example, the depth of the foundation pit 2 needs to be greater than 14m. Exemplarily, the depth of the foundation pit 2 is 15m. Of course, the depth requirements of the foundation pit 2 are different for different buildings. In order to control the construction cost of the foundation pit 2, the preferred depth of the foundation pit 2 is the target elevation of the corbel isolation layer (i.e., the installation position of the corbel bracket 5) + the depth margin, where the depth margin ranges from 1-3m.

[0066] like Figure 2 As shown, the shape of the cross section of the foundation pit 2 is adapted to the cross section shape of the building structure 1. It should be noted that in the present embodiment, the cross section shape of the building structure 1 is rectangular, therefore, the cross section shape of the foundation pit 2 is also rectangular. And the cross section size of the foundation pit 2 needs to be larger than the cross section size of the building structure 1, so that a seismic isolation trench is formed between the outer wall of the building structure 1 and the inner wall of the foundation pit 2. The width of the seismic isolation trench should be determined in combination with the size of the seismic isolation bearing, the size of the corbel and the maximum horizontal relative displacement of the building structure. The height difference and size between the corbels of the side walls on both sides of the seismic isolation trench should be determined in combination with the size of the seismic isolation bearing and the maximum horizontal relative displacement of the building structure.

[0067] Specifically, a displacement gap is provided between the inner end of the corbel bracket 5 and the outer side wall of the building structure 1, and the width of the displacement gap is greater than the maximum elastic deformation of the first support 3 in the horizontal direction. The displacement gap is used to avoid the displacement of the building structure in the horizontal direction.

[0068] In summary, this embodiment, based on the seismic isolation goal, proposes a seismic isolation system (i.e., a building seismic isolation device) in which seismic isolation bearings are arranged on the seismic isolation trench corbels for deep foundation pit building structures. In this seismic isolation system, a seismic isolation trench is arranged between the side wall of the foundation pit 2 and the building structure, and a corbel (i.e., a corbel bracket 5) is arranged on the side wall of the foundation pit 2. The seismic isolation bearing is arranged in the space between the seismic isolation trench corbels and the corbels cantilevered from the floor slab, and the seismic isolation bearing adopts a lead rubber seismic isolation bearing.

[0069] By arranging a slide plate type bearing at the bottom of the building structure, the slide plate type bearing has a large vertical stiffness and can bear the vertical load of the building structure together with the corbel isolation bearing.

[0070] In the seismic isolation device of this embodiment, the total vertical stiffness of the seismic isolation layer includes the vertical stiffness of the corbel lead rubber seismic isolation bearing and the vertical stiffness of the base slide plate type bearing. The total horizontal stiffness of the seismic isolation layer also needs to consider the horizontal stiffness of the corbel lead rubber seismic isolation bearing and the horizontal stiffness of the base slide plate type bearing.

[0071] In the seismic isolation device of this embodiment, the horizontal stiffness of the corbel rubber seismic isolation bearing and the horizontal stiffness of the base slide type bearing are used as weights to weightedly calculate the rigid center height of the seismic isolation layer. The closer the rigid center height of the seismic isolation layer is to the mass center of the building structure, the smaller the horizontal swing effect of the building structure under the action of a horizontal earthquake, and the smaller the overturning moment of the building structure.

[0072] The working principle of this building seismic isolation device is as follows:

[0073] The building is elastically connected to the foundation pit 2 through the first support 3. The first support 3 can bear the load in the vertical direction, and remove the horizontal vibration force transmitted from the ground by generating elastic deformation in the horizontal direction and providing horizontal damping to the building structure 1. A relative displacement in the horizontal direction can be generated between the sliding member and the sliding plane of the second support 4. Therefore, when the ground vibrates, the second support 4 generates an oscillating displacement in the horizontal direction, which can cooperate with the horizontal displacement of the building structure 1, avoid excessive tension on the first support 3 and the building structure, and thus avoid the overturning of the seismic isolation support and the building structure 1, and avoid fractures near the bottom of the building structure 1.

[0074] Moreover, the corbel bracket 5 (corbel) is located at the upper end of the foundation pit 2 to achieve the effect of raising the rigid center of the first seismic isolation layer. At the same time, in conjunction with the second seismic isolation layer located at the bottom of the foundation pit 2, the rigid center elevation of the seismic isolation layer can be kept consistent with the center of mass elevation of the building structure. It should be noted that the closer the rigid center height of the seismic isolation layer is to the center of mass of the building structure, the smaller the horizontal swing effect of the building structure under the action of a horizontal earthquake, and the smaller the overturning moment of the building structure. Therefore, the seismic isolation device of the present building can effectively reduce the overturning moment by keeping the rigid center elevation of the seismic isolation layer consistent with the center of mass elevation of the building structure.

[0075] Compared with the prior art, the technical solution of the present invention has the following beneficial effects:

[0076] (1) Compared with the general tensile device that changes the structure of the rubber seismic isolation bearing, the present invention does not change the rubber seismic isolation bearing, which facilitates the structural design of the seismic isolation layer and the procurement of the seismic isolation bearing, and expands the application scope of the seismic isolation system;

[0077] (2) The seismic isolation system has a large degree of freedom. The seismic isolation system of the present invention can adjust the selection of rubber bearings and slide-type bearings according to the actual project, and can adjust the elevation and height of the corbel seismic isolation layer, the corbel size, etc., effectively solving the site condition problem;

[0078] (3) The seismic isolation system of the present invention can significantly reduce the horizontal swing effect of the seismic isolation layer and the building structure. Compared with the existing base seismic isolation technology, the top floor of the building structure swings less, which is beneficial to the seismic isolation effect of the top floor of the building structure. Specifically, by setting a bracket in the seismic isolation groove to raise the height of the seismic isolation layer, the horizontal swing effect of the building structure is reduced to avoid the seismic isolation layer support being pulled. The advantage of this seismic isolation system is that on the basis of ensuring the seismic isolation effect, the structure of the rubber seismic isolation support is not changed, and various rubber seismic isolation supports can be widely used, which is easy to design and purchase.

[0079] Example 2

[0080] See also Figure 1 and Figure 2The present invention also discloses a nuclear power plant building system, including a reactor body and the building seismic isolation device in Example 1, wherein the reactor body is connected to the seismic isolation layer of the building seismic isolation device to isolate the reactor body.

[0081] Specifically, in this embodiment, an isolation trench is provided between the inner wall of the foundation pit 2 of the building isolation device and the outer wall of the reactor body. The rubber isolation bearing (first bearing 3) is arranged between the side wall bracket of the isolation trench and the outer bracket of the floor slab, and the horizontal rigidity of the rubber (i.e., the lead core rubber plate) is used to achieve horizontal isolation; the slide plate bearing is arranged at the bottom of the building structure, and bears the vertical load of the building structure together with the bracket rubber bearing.

[0082] In this embodiment, the layout, quantity, and specifications of the rubber isolation bearings and the skateboard bearings can be flexibly arranged according to actual engineering needs. According to the requirements of the "Standard for Seismic Isolation Design of Buildings" (GB / T 51408-2021), the horizontal stiffness of the skateboard bearing is affected by the vertical load it bears. Therefore, the number and specifications of the rubber isolation bearings (first bearings 3) and the skateboard bearings (second bearings 4) will affect the horizontal stiffness of the skateboard bearings; the ratio of the horizontal stiffness of the corbel rubber isolation bearings to the horizontal stiffness of the base skateboard bearings affects the calculation of the rigidity center of the isolation layer. In summary, the two types of bearings should be arranged in a coordinated manner. The number of the first bearing 3 and the second bearing 4 can be selected according to the "Standard for Seismic Isolation Design of Buildings" (GB / T51408-2021) and the existing empirical database.

[0083] In this embodiment, the isolation device in this system can avoid tension on the bearings and reduce the overturning moment, and is suitable for building structures with a large height-to-width ratio or in which the tensile stress of the isolation bearings in the base isolation scheme does not meet the requirements of the specifications. In order to ensure that the total horizontal rigid center height of the isolation bearings of the isolation system can be equal to the center of mass height of the building structure itself, the height of the side wall of the isolation trench on the non-building structure side (i.e., the inner wall of the foundation pit 2) should be determined according to the center of mass of the building structure. The width of the isolation trench should be determined in combination with the size of the isolation bearings, the size of the corbels, and the maximum horizontal relative displacement of the building structure. The height difference and size between the corbels of the side walls on both sides of the isolation trench should be determined in combination with the size of the isolation bearings and the maximum horizontal relative displacement of the building structure.

[0084] In summary, the nuclear power plant building system uses the building seismic isolation device in Example 1 to isolate the reactor body to meet the seismic isolation requirements of the nuclear power plant.

[0085] Example 3

[0086] The present invention also discloses a design method for a building seismic isolation device, which is used to determine the rigidity center height of the corbel seismic isolation layer (i.e., the rigidity center height of the first seismic isolation layer), i.e., the height position of the corbel (corbel bracket 5), and comprises the following steps:

[0087] The finite element model of the building structure 1 and the calculation parameters of the seismic isolation layer are obtained.

[0088] According to the finite element model of the building structure 1, the centroid elevation of the building structure is obtained.

[0089] According to the calculation parameters of the seismic isolation layer, the stiffness ratio between the first support 3 and the second support 4 is obtained.

[0090] According to the stiffness ratio between the first support 3 and the second support 4 and the mass center elevation of the building structure, the target installation height of the first support 3 is obtained.

[0091] It should be noted that, since the rigidity center height of the seismic isolation layer in Example 1 needs to be consistent with the centroid height of the building structure, and the installation position of the slide-type support is determined, the height design of the corbel seismic isolation layer of the building seismic isolation device is crucial. In this method, the height of the corbel seismic isolation layer (first seismic isolation layer) is calculated by weighting the rigidity center ratio, that is, the target installation height of the first support 3, that is, the height of the upper end installation plane of the corbel bracket 5.

[0092] In this embodiment, the corbel isolation layer is the first isolation layer, and the rigid center height (i.e., target elevation) of the corbel isolation layer is the rigid center elevation of the first isolation layer, i.e., the height position of the corbel, i.e., the target installation height of the first support. The height position, target installation height, centroid elevation, target elevation, etc. described below are all height values ​​obtained based on the bottom surface of the foundation pit 2 as a reference.

[0093] Specifically, the design method can be implemented by computer software calculation. The finite element model of the building structure can be obtained by using existing finite element analysis software (such as ANSYS) to establish the finite element model of the building structure. Then, according to the finite element model, the centroid elevation of the building structure is obtained, specifically, the finite element analysis is performed on the calculation model (i.e., the finite element model) by the finite element analysis software to obtain the centroid elevation of the building structure.

[0094] In addition, the calculation parameters include: a first stiffness value, a second stiffness value, a first target number, and a second target number, wherein the first stiffness value is the equivalent stiffness data of the first support 3, the second stiffness value is the equivalent stiffness data of the second support 4, the first target number is the selected number of the first support 3, and the second target number is the selected number of the second support 4.

[0095] Step 1, obtaining the stiffness ratio between the first support 3 and the second support 4 according to the calculation parameters of the seismic isolation layer, specifically comprising:

[0096] Establish the calculation formula of stiffness ratio,

[0097] Substitute the first stiffness value, the second stiffness value, the first target number, and the second target number into the stiffness ratio calculation formula to calculate the stiffness ratio. Specifically, the stiffness ratio calculation formula is: a = (k1*n1) / (k2*n2); where a is the stiffness ratio; k1 is the equivalent horizontal stiffness of the first support 3 (i.e., the first stiffness value); n1 is the first target number, i.e., the selected number of the first support 3; k2 is the equivalent horizontal stiffness of the second support 4 (i.e., the second stiffness value); n2 is the second target number, i.e., the selected number of the first support 3.

[0098] The number of the first bearing 3 and the second bearing 4 can be selected according to the "Building Seismic Isolation Design Standard" (GB / T 51408-2021) and the existing experience database.

[0099] Further, the step of obtaining the target installation height of the first support 3, that is, the height of the corbel bracket 5, according to the stiffness ratio between the first support 3 and the second support 4 and the mass center elevation of the building structure 1, specifically includes:

[0100] Establish a calculation formula for the target installation height of the first support 3,

[0101] Substituting the stiffness ratio and the centroid elevation into the calculation formula of the target installation height, the target installation height of the corbel bracket 5 (ie, the centroid elevation of the corbel seismic isolation layer) is calculated.

[0102] The calculation formula for the target installation height is: h=H*(1+1 / a); where a is the stiffness ratio; H is the centroid elevation of the building structure; and h is the target installation height (i.e., the centroid elevation of the corbel isolation layer).

[0103] The following is a specific example of obtaining the centroid elevation of the corbel isolation layer using this design method.

[0104] (1) The centroid elevation H of the seismic model (i.e., the calculation model of the building structure) is obtained by using common finite element calculation software: 11.85 m;

[0105] (2) Select the seismic isolation bearing and obtain the bearing index parameters of the seismic isolation bearing:

[0106]

[0107] (3) The stiffness ratio is calculated based on the stiffness values ​​of the two. In this example, the calculation results are as follows:

[0108]

[0109] (4) According to the stiffness ratio, the target elevation of the corbel isolation layer is calculated. In this example, the calculation results are as follows:

[0110]

[0111] In summary, this design method can calculate the centroid elevation of the corbel isolation layer in Example 1, so that the centroid height of the isolation layer needs to be consistent with the centroid height of the building structure, thereby reducing the overturning moment.

[0112] It is to be understood that the above embodiments are merely exemplary embodiments used to illustrate the principles of the present invention, but the present invention is not limited thereto. For those of ordinary skill in the art, various modifications and improvements can be made without departing from the spirit and essence of the present invention, and these modifications and improvements are also considered to be within the scope of protection of the present invention.

Claims

1. A building seismic isolation device, used for isolating a building structure (1), characterized in that: include: Foundation pit (2), seismic isolation layer; The seismic isolation layer is installed in the foundation pit (2), and the building structure (1) is partially accommodated in the foundation pit (2) and connected to the seismic isolation layer. The seismic isolation layer comprises a first support (3) and a second support (4); the first support (3) is located between the outer wall of the building structure (1) and the inner wall of the foundation pit (2); the outer wall of the building structure (1) is connected to the upper end of the inner wall of the foundation pit (2) via the first support (3); the first support (3) is used to support the building structure (1); and the first support (3) can generate elastic deformation in the horizontal direction and provide horizontal damping for the building structure (1); The second support (4) is located at the bottom of the foundation pit (2); the bottom surface of the building structure (1) is slidably connected to the bottom of the foundation pit (2) via the second support (4); the second support (4) is used to support the building structure (1) and provide the building structure (1) with a displacement margin in the horizontal direction, so as to cooperate with the first support (3) to isolate the building structure from earthquakes.

2. The building seismic isolation device according to claim 1, characterized in that: The bottom of the first support (3) is located at a target installation height so that the elevation of the rigidity center of the seismic isolation layer is consistent with the elevation of the center of mass of the building structure.

3. The building seismic isolation device according to claim 2, characterized in that: The target installation height h satisfies: h=H*(1+1 / a); wherein a is the stiffness ratio between the first support and the second support; and H is the centroid elevation of the building structure.

4. The building seismic isolation device according to claim 2, characterized in that: The invention also comprises a corbel bracket (5) and a connecting portion (6), wherein the corbel bracket (5) is connected to the inner wall of the foundation pit (2), the corbel bracket (5) is located at the upper end of the foundation pit (2), the connecting portion (6) is connected to the middle part of the outer wall of the building structure (1), the connecting portion (6) is located above the corbel bracket (5), the first support (3) is located between the connecting portion (6) and the corbel bracket (5), the first support (3) is arranged in the vertical direction, the upper end of the first support (3) is connected to the connecting portion (6), and the lower end is connected to the corbel bracket (5).

5. The building seismic isolation device according to claim 4, characterized in that: The first support (3) includes a first end, a second end and a support body, the first end is located above the second end, the first end is connected to the connecting portion (6), the second end is connected to the corbel bracket (5), the support body is located between the first end and the second end, the support body includes a plurality of steel plate layers and a plurality of rubber layers, the plurality of steel plate layers and the plurality of rubber layers are alternately stacked, the steel plate layers are connected to the rubber layers in sequence, and the first end is connected to the second end through the support body.

6. The building seismic isolation device according to claim 4, characterized in that: The number of the corbel brackets (5) is plural, and the plural corbel brackets (5) are arranged along the circumference direction of the inner wall of the foundation pit (2), and the connecting portion (6) extends along the circumference direction of the outer wall of the building structure (1); There are a plurality of first supports (3), and the plurality of first supports (3) surround the building structure (1), and at least one first support (3) is mounted on each corbel bracket (5).

7. The building seismic isolation device according to claim 4, characterized in that: A displacement gap is provided between the inner end of the corbel bracket (5) and the outer side wall of the building structure (1), and the width of the displacement gap is greater than the maximum elastic deformation of the first support (3) in the horizontal direction.

8. The building seismic isolation device according to claim 1, characterized in that: The second support (4) is installed at the bottom of the foundation pit (2), and the second support comprises a sliding member and a sliding panel. The sliding panel is installed at the bottom of the foundation pit (2), the upper end of the sliding member is connected to the bottom of the building structure, and the lower end surface of the sliding member is in contact with the sliding panel and can slide relative to the sliding panel.

9. The building seismic isolation device according to claim 1, characterized in that: The cross-sectional shape of the foundation pit (2) is adapted to the cross-sectional shape of the building structure (1).

10. A nuclear power plant building system, characterized in that: It comprises a reactor body and the building seismic isolation device according to any one of claims 1 to 9, The reactor body is connected to the seismic isolation layer of the building seismic isolation device to isolate the reactor body.

11. A design method for a building seismic isolation device according to any one of claims 1 to 9, characterized in that: The steps include: Obtain the finite element model of the building structure (1) and the calculation parameters of the seismic isolation layer, According to the finite element model of the building structure (1), the centroid elevation of the building structure (1) is obtained. According to the calculation parameters of the seismic isolation layer, the stiffness ratio between the first support (3) and the second support (4) is obtained. According to the stiffness ratio and the mass center elevation, the target installation height of the first support (3) is obtained.

12. The method according to claim 11, characterized in that The calculation parameters include: a first stiffness value, a second stiffness value, a first target number, and a second target number, wherein the first stiffness value is equivalent stiffness data of the first support (3), the second stiffness value is equivalent stiffness data of the second support (4), the first target number is the selected number of the first support (3), and the second target number is the selected number of the second support (4); The step of obtaining the stiffness ratio between the first support (3) and the second support (4) according to the calculated parameters of the seismic isolation layer specifically includes: The calculation formula for the stiffness ratio is established, The calculation formula of the stiffness ratio is: a=(k1*n1) / (k2*n2); wherein a is the stiffness ratio; k1 is the first stiffness value; n1 is the first target number; k2 is the second stiffness value; n2 is the second target number; Substitute the first stiffness value, the second stiffness value, the first target number, and the second target number into the stiffness ratio calculation formula to calculate the stiffness ratio.

13. The method according to claim 12, characterized in that The step of obtaining a target installation height of the first support (3) according to the stiffness ratio and the mass center elevation specifically comprises: Establishing a calculation formula for the target installation height of the first support (3), The target installation height is calculated as follows: h=H*(1+1 / a); wherein h is the target installation height; H is the centroid elevation of the building structure; and a is the stiffness ratio. Substituting the stiffness ratio and the mass center elevation into the calculation formula of the target installation height, the target installation height of the first support (3) is calculated.

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