A device that can arbitrarily adjust the horizontal stiffness and adapt to wind resistance and seismic isolation

Abstract

A device that can arbitrarily adjust the horizontal stiffness and adapt to wind resistance and seismic isolation, comprising a seismic isolation layer arranged between the upper structure and the lower structure and composed of a number of seismic isolation bearings and a number of horizontal stiffness mutation control devices; the seismic isolation bearings are arranged under the columns and shear walls of the upper structure to provide vertical bearing capacity and horizontal stiffness for the columns and shear walls of the upper structure; the horizontal stiffness mutation device is arranged under the upper shear wall, and under the action of wind load, the horizontal stiffness and horizontal bearing capacity provided by it can effectively transmit the wind load to the lower structure or foundation; under the action of earthquake, the horizontal stiffness of the horizontal stiffness mutation control device suddenly becomes zero, so that the seismic isolation layer plays a role in seismic isolation. The present invention utilizes the maintenance structure of the seismic isolation layer to form a stiffness mutation control mechanism, or uses mechanical principles, hydraulic technology and automatic control technology to adjust and control the horizontal stiffness of the structure, realize stiffness mutation, and achieve the purpose of effectively isolating earthquakes and resisting wind loads.

Description

Technical Field

[0001] The present invention relates to the field of wind-resistant and seismic isolation, and particularly to a device that can arbitrarily adjust the horizontal stiffness and is suitable for wind-resistant and seismic isolation. Background Art

[0002] The calculation model of the seismic isolation structure is as Figure 1 shown. The upper structure consists of a number of generalized beams 102, a number of generalized columns 101, and a number of upper shear walls 308, etc. A number of generalized vertical linkages 103 provide vertical stiffness and vertical bearing capacity for the upper structure. The generalized horizontal spring 104 provides the horizontal stiffness and horizontal bearing capacity required to maintain the stability of the upper structure. 105 is a horizontal damper accompanying the generalized horizontal spring 104.

[0003] During an earthquake, the ground has horizontal and vertical movements. The main damage to the building is caused by the horizontal movement 107 of the ground. Generally, seismic isolation also refers to isolating horizontal earthquakes.

[0004] The working principle of the seismic isolation structure is: as Figure 1 shown, during an earthquake, the lower structure or foundation 108 makes horizontal movement. If there is no generalized horizontal spring 104 and the accompanying horizontal damper 105, during an earthquake, the lower structure or foundation 108 makes horizontal movement but the upper structure can remain stationary, that is, the upper structure can freely make relative horizontal movement with respect to the lower structure or foundation 108. The seismic action will not be transmitted to the upper structure, playing a role of completely isolating the earthquake.

[0005] However, if there is no generalized horizontal spring 104 and the accompanying horizontal damper 105, the horizontal balance of the upper structure is an unstable equilibrium. Under the interference of a very small horizontal force (such as wind force), the upper structure generates a very small horizontal displacement and loses balance and collapses. Therefore, the generalized horizontal spring 104 that maintains the horizontal stability of the upper structure and the accompanying horizontal damper 105 must exist to ensure the stability of the upper structure.

[0006] The horizontal stiffness and horizontal bearing capacity of the generalized horizontal spring 104 must meet the needs of maintaining the stability of the upper structure. If the horizontal stiffness is too small, when the upper structure generates a horizontal displacement, the restoring force of the spring is not enough to restore the upper structure to the equilibrium position, and the structure will still be unstable and collapse; but if the horizontal stiffness is too large, the seismic isolation effect will be very poor. If the stiffness of the generalized horizontal spring 104 is very large, then this seismic isolation structure is equivalent to an ordinary non-seismic isolation structure.

[0007] Figure 1As shown, the seismic isolation effect of the seismic isolation structure composed of the upper structure and the generalized vertical connecting rod 103 and the generalized horizontal spring 104 and the horizontal damper 105 is directly related to its natural frequency (or natural period). Generally, to have a good seismic isolation effect, the natural period of the seismic isolation system should be greater than 4 seconds. The longer the period, the better the seismic isolation effect. However, to ensure the horizontal stability of the structure, the natural period of the seismic isolation system cannot be too long. Generally, it should be controlled below 12 seconds. Therefore, the natural period of the seismic isolation system is generally controlled between 4 seconds and 12 seconds.

[0008] At present, the seismic isolation bearings used in seismic isolation structures at home and abroad are mainly rubber bearings.

[0009] The rubber bearing is generally cylindrical and its vertical bearing capacity is A is the horizontal area of the rubber bearing, f is the compressive strength of the rubber, and D is the diameter of the bearing. The horizontal stiffness of the cylindrical rubber bearing is approximately E is the equivalent elastic modulus of the rubber bearing, is the moment of inertia of the horizontal section of the rubber, h is the total height of the rubber of the support, so In this way, the relationship between the horizontal stiffness K and the vertical bearing capacity N of the cylindrical rubber bearing is: Since E and f are constants, h cannot be too large to ensure the stability of the rubber bearing. D cannot be too small to ensure the bearing capacity of the rubber bearing. Therefore, the horizontal stiffness of the rubber isolation bearing cannot be too small, so a large part of the earthquake energy is transmitted to the upper structure through the rubber isolation bearing.

[0010] For structural seismic isolation, the smaller the horizontal stiffness and damping of the seismic isolation bearing, the better the seismic isolation effect. However, if the horizontal stiffness of the seismic isolation bearing is zero, after the earthquake, the seismic isolation bearing will not have a restoring force, and the superstructure will not return to its original state. Therefore, the seismic isolation bearing must retain a certain horizontal stiffness.

[0011] In addition, although the smaller horizontal stiffness of the isolation bearing is beneficial to seismic isolation, it is not beneficial to the wind resistance of the structure. In order to ensure that the upper structure does not produce excessive horizontal displacement under wind load, it is best that the horizontal stiffness of the structure is large when resisting wind, and suddenly changes to a very small one during an earthquake. This requires the seismic isolation layer to be a variable stiffness structure, so that the seismic isolation layer has different horizontal stiffnesses when resisting wind and seismic isolation. The basic principle for achieving variable stiffness for earthquake and wind resistance is: when the structure is wind-resistant, the ground or the lower structure has no horizontal acceleration; during an earthquake, the ground or the lower structure has a large horizontal acceleration; the acceleration of the ground or the lower structure during an earthquake is used to trigger the control device to change the horizontal stiffness of the structural seismic isolation layer.

[0012] exist Figure 1 Based on the structural isolation calculation model shown in FIG. 1 , a controllable horizontal stiffness 106 is added to form Figure 2The calculation model of the seismic isolation layer with a controllable variable stiffness structure shown in the figure. When resisting the action of wind load, the stiffness of the controllable horizontal stiffness 106 is very large and the bearing capacity is also very high. The wind load can be effectively transmitted to the lower structure or foundation 108 through the controllable horizontal stiffness 106. During an earthquake, the control device is triggered by the horizontal ground acceleration of the earthquake. When the horizontal acceleration reaches a certain value, the stiffness of the controllable horizontal stiffness 106 suddenly disappears while the horizontal stiffness of the generalized horizontal spring 104 still exists. In this way, the seismic isolation layer realizes variable stiffness, achieving the purpose that the seismic isolation layer can effectively resist wind load and isolate earthquake at the same time.

[0013] Therefore, an ideal wind-resistant and seismic isolation layer has a large vertical bearing capacity, a controllable and mutatable horizontal stiffness that is independent of the horizontal bearing capacity, a lateral load resistance capacity that matches the horizontal stiffness and the horizontal displacement, and a small damping. Summary of the Invention

[0014] The purpose of the present invention is to overcome the shortcomings and deficiencies of the prior art, and provide a device that can arbitrarily adjust the horizontal stiffness and adapt to wind-resistant and seismic isolation. This device utilizes mechanical principles, and at the same time utilizes hydraulic technology and automatic control technology to adjust and control the horizontal stiffness of the seismic isolation layer, so that the seismic isolation layer has different horizontal stiffnesses in two different working states of wind resistance and seismic isolation, achieving the purpose of effectively resisting wind load and isolating earthquake.

[0015] The purpose of the present invention is achieved through the following technical solutions:

[0016] A device that can arbitrarily adjust the horizontal stiffness and adapt to wind-resistant and seismic isolation, including arranging a seismic isolation layer between the upper structure and the lower structure, and arranging a number of seismic isolation bearings and a number of horizontal stiffness mutation control devices in the seismic isolation layer; the seismic isolation bearing is composed of a seismic isolation support column, a prestressed cable, and embedded parts placed on the force-transferring components of the lower structure and the upper structure; the seismic isolation bearings are located under each column and each shear wall of the upper structure, and the number of seismic isolation support columns of each seismic isolation bearing is not less than 3, and the prestressed cable of each seismic isolation bearing can be none, or 1 or more; wherein, the seismic isolation support column of the seismic isolation bearing provides vertical bearing capacity and horizontal stiffness for the upper structure column or shear wall it supports, and the prestressed cable provides vertical tension for the upper structure column or shear wall it supports; the horizontal stiffness mutation device is arranged at an appropriate plane position in the seismic isolation layer. Under the action of wind load, the horizontal stiffness and horizontal bearing capacity it provides can effectively transmit the wind load to the lower structure or foundation, while under the action of earthquake, its horizontal stiffness suddenly becomes zero, making the seismic isolation layer play a role in seismic isolation.

[0017] The seismic isolation bearing is made of circular or square metal pipes. The upper and lower ends are spherical surfaces with a radius of R, the distance between the centers of the spheres is d, and the distance between the vertices of the two spherical surfaces is H = 2R - d. By adjusting R and d, the horizontal stiffness of the seismic isolation layer can be adjusted.

[0018] The described seismic isolation support column and the force-transferring metal embedded part in contact with the column spherical body are made of the same metal material. However, in order to improve the bearing capacity of the contact point and the toughness and ductility of the material near the contact point, a high-strength material with a certain thickness (such as high-strength steel with a relatively high carbon content) is compounded on the contact surfaces of both, that is, the surface of the spherical surface and the surface of the force-transferring metal embedded part.

[0019] The described horizontal stiffness mutation control device is composed of the peripheral maintenance structure around the building in the seismic isolation layer and the indoor maintenance structure in the seismic isolation layer. The lateral force-resistant structure of the maintenance structure can effectively transfer the wind load to the lower structure or foundation; since the upper structure also has a maintenance structure and at the same time there is a frame structure composed of beams and columns to jointly resist wind and earthquake actions, the horizontal bearing capacity of the upper structure is higher than that of the seismic isolation layer. Therefore, under earthquake action, the maintenance structure of the seismic isolation layer will definitely be damaged prior to the maintenance structure of the upper structure. When an earthquake occurs and the earthquake action reaches a certain value, the maintenance structure of the seismic isolation layer cannot withstand the internal force generated by the earthquake action and is damaged, its horizontal stiffness disappears, and the seismic isolation layer then plays the role of seismic isolation, and the upper structure can be protected from earthquake damage.

[0020] The described horizontal stiffness mutation control device consists of a shear wall in the seismic isolation layer below the upper shear wall in the seismic isolation layer, an oil hydraulic jack, the corresponding oil pipes, valves, and a triggering mechanism.

[0021] The bottom of the shear wall in the seismic isolation layer is connected to the lower structure or foundation; between the top of the shear wall in the seismic isolation layer and the bottom of the shear wall in the upper structure, N (N≥1) pairs of mating concave and convex force-transferring tooth surfaces are provided. The N pairs of mating concave and convex force-transferring tooth surfaces have 2N force-transferring tooth surface gaps, and an oil hydraulic jack is arranged in each force-transferring tooth surface gap; among them, N oil hydraulic jacks that limit the displacement of the upper structure in one direction along the shear wall in the seismic isolation layer are the first group of oil hydraulic jacks, and the other N oil hydraulic jacks that limit the displacement of the upper structure in the other direction along the shear wall in the seismic isolation layer are the second group of oil hydraulic jacks; each group of oil hydraulic jacks is connected by valves, branch oil pipes, and main oil pipes respectively, and the lower part of the main oil pipe is placed in the oil tank;

[0022] The described triggering mechanism is used to trigger the pistons of the first group of oil hydraulic jacks and the second group of oil hydraulic jacks to retract when the triggering conditions are met. The oil of the first group of oil hydraulic jacks and the second group of oil hydraulic jacks flows to the oil tank through the oil pipes; the triggering conditions are that an earthquake occurs and the ground horizontal acceleration reaches a preset value.

[0023] The triggering mechanism includes a horizontal support rod installed on the lower structure and a normally closed triggering valve arranged on the oil pipe. A short circular pipe is welded to the end of the horizontal support rod, and a sphere is placed on the short circular pipe. A handle is installed on the valve shaft of the normally closed triggering valve; the handle is flexibly connected to the sphere; when the normally closed triggering valve is closed, the handle is at an angle of 45 degrees upward with respect to the horizontal plane; when the normally closed triggering valve is opened, the handle is at an angle of 45 degrees downward with respect to the horizontal plane.

[0024] The triggering mechanism includes an electromagnetic normally closed triggering valve, an electromagnetic drive coil, an acceleration sensor, and an electronic control device arranged on the oil pipe; the acceleration sensor is arranged in the lower structure and transmits the detected ground acceleration signal to the electronic control device. The electronic control device determines whether the acceleration reaches a preset value. If it reaches, the electromagnetic drive coil is powered on and the electromagnetic normally closed triggering valve is opened. Otherwise, no operation is performed.

[0025] The triggering mechanism includes a small box arranged in the lower structure. A short circular pipe is arranged in the middle below the small box and there is a small hole for switch wiring; a micro three-wire switch is installed on the short circular pipe, and the micro three-wire switch is connected to the electromagnetic normally closed valve; the micro three-wire switch is two complementary switches A and B. When the button is pressed, switch A is disconnected and switch B is closed; when the button is released, switch A is closed and switch B is disconnected; a small ball is placed above the short circular pipe, and the small ball presses on the button of the micro three-wire switch.

[0026] A dust-proof cover that can be freely opened and closed is arranged on the top of the small box.

[0027] For the seismic isolation layer provided with the seismic isolation bearing and the horizontal stiffness mutation device in the present invention, during normal use, its horizontal stiffness and horizontal bearing capacity are very large enough to resist wind loads. During an earthquake, when the horizontal acceleration of the earthquake reaches a certain level, the horizontal stiffness of the seismic isolation layer suddenly becomes very small, thereby isolating the earthquake and greatly reducing the seismic energy transmitted to the upper structure, so that the upper structure is not damaged under the action of the earthquake.

[0028] The structural seismic isolation layer with controllable variable stiffness is composed of two parts. The first part is a seismic isolation bearing with large vertical bearing capacity and small horizontal stiffness, and the horizontal stiffness and vertical bearing capacity are independent of each other and can be adjusted independently. The second part is a horizontal stiffness mutation device for wind resistance. Under the action of wind loads, the horizontal stiffness and horizontal bearing capacity of the horizontal stiffness mutation device are very large, and it can effectively transmit the wind loads to the lower structure or foundation; during an earthquake, the horizontal stiffness of the horizontal stiffness mutation device suddenly becomes zero, enabling the seismic isolation layer to play a seismic isolation role.

[0029] The working principle of the present invention:

[0030] I. Working principle of the seismic isolation bearing

[0031] 1. The structural isolation calculation model with controllable variable stiffness is as follows Figure 2 shown in the figure. The superstructure consists of several generalized beams 102, several generalized columns 101, and several upper shear walls 308, etc. Several generalized vertical links 103 provide vertical stiffness and vertical bearing capacity for the superstructure. The generalized horizontal spring 104 provides the horizontal stiffness and horizontal bearing capacity to maintain the stability of the superstructure. 105 is the horizontal damper associated with the generalized horizontal spring 104. The stiffness of the controllable horizontal stiffness 106 can suddenly change from a very large value to zero.

[0032] The isolation layer with variable stiffness consists of generalized vertical links 103 that provide vertical stiffness and vertical bearing capacity for the superstructure, generalized horizontal springs 104 that maintain the stability of the superstructure, the associated horizontal damper 105, and the controllable horizontal stiffness 106.

[0033] When the structure is in normal use, the stiffness of the controllable horizontal stiffness 106 is very large and the bearing capacity is also very high. Most of the wind loads acting on the structure are transmitted to the lower structure or foundation 108 by the controllable horizontal stiffness 106. At this time, the performance of the isolated structure is no different from that of an ordinary structure.

[0034] When an earthquake occurs, after the horizontal ground acceleration reaches a certain value, the control device is triggered, and the stiffness of the controllable horizontal stiffness 106 with variable stiffness suddenly changes to zero. The calculation model of the structure changes from Figure 2 to Figure 1 . The horizontal stiffness of the isolation layer becomes very small, and the isolation layer can effectively isolate the earthquake action.

[0035] Assume that the mass of the superstructure is m and the horizontal stiffness of the generalized horizontal spring 104 is k. When the structure is in the isolation state, the horizontal stiffness of the controllable horizontal stiffness 106 is zero. At this time, the system composed of the superstructure, the generalized horizontal spring 104, and the generalized vertical link 103 can be considered as a single-degree-of-freedom system, and its natural vibration period is

[0036]

[0037] 2. Figure 3 The figure shows a schematic diagram of a spatial simple pendulum model. The length of the pendulum is L. A particle with a mass of m can move in a circular motion around point o. The radius of the circle is L. When the simple pendulum is vertical and the position of the particle is at the lowest point, the simple pendulum is in the equilibrium position. When the particle moves horizontally and deviates from the equilibrium position, the particle rises, and the action of gravity causes the particle to return to the equilibrium position, which is equivalent to having an equivalent gravity stiffness to make the particle return to the equilibrium position. The undamped circular frequency of this simple pendulum under the action of gravity is The corresponding period is When the length L of the simple pendulum tends to infinity, the corresponding period T tends to infinity. When the length L of the simple pendulum tends to zero, the corresponding period T also tends to zero.

[0038] 3、 Figure 4 The system shown is a spatial compound pendulum model: A spatial rigid body with mass m is suspended on the superstructure by n (n≥3) parallel equal-length connecting rods with length L that are not all in the same plane. The position of the superstructure is fixed relative to the ground, that is, the superstructure is integrated with the ground. The rigid body can move horizontally in any direction in space. Due to the constraint of the connecting rods, the rigid body moves upward while moving horizontally. The action of gravity causes the rigid body to return to the equilibrium position. The motion of the rigid body is actually that any point on the rigid body is doing circular motion, and the center of the circle is above the vertical distance L from the mass point when the rigid body is in equilibrium. This system is a generalized simple pendulum system, and the natural vibration period under the action of gravity is also

[0039] 4、 Figure 5 The system shown is a simplified sketch of a neutral equilibrium model supported by a complete sphere 202: A rigid body 201 with mass m placed in space is supported on the substructure or foundation 108 by n (n≥3) complete spheres 202 with diameter R that are not in the same vertical plane. The complete spheres 202 only provide vertical constraint forces (vertical support forces) to the structure of the rigid body 201 and do not provide horizontal constraint forces. There is no constraint in the horizontal direction for this system, so there is no horizontal stiffness. Due to the action of gravity and friction, the friction force on the contact surface between the spherical surface of the complete sphere 202 and the rigid body 201 and the contact surface with the substructure or foundation 108 is very large, so there is no sliding displacement on the contact surface, only rolling displacement. The rigid body can move horizontally in any direction. When the rigid body moves horizontally, the spheres roll, the relative motion between the spheres and the foundation is rolling, and the relative motion between the spheres and the upper rigid body is also rolling. Since the rigid body with mass m is supported by the complete spheres 202, when the rigid body 201 moves horizontally, there is no up and down movement, that is, there is no force to make the rigid body return to the original equilibrium position, and the system is in a state of neutral equilibrium. The natural vibration period of the horizontal motion of this system under the action of gravity is infinite. This system is equivalent to Figure 4 the system with infinitely long connecting rods shown

[0040] 5、Cut off a part with height d from the middle of Figure 5 the complete sphere 202 to form two incomplete hemispheres. Combine the two incomplete hemispheres into an incomplete sphere 203 with the distance between the highest point B and the lowest point A being H = 2R - d (see Figure 6 ). Replace Figure 5 the complete sphere 202 with this incomplete sphere to support the rigid body 201 (see Figure 7 ), forming a new system. In this system, the rigid body 201 can also move in any horizontal direction (see Figure 8), but while the rigid body 201 undergoes a horizontal displacement, it also moves upward, and the gravitational force causes the system to return to the equilibrium position. This system is equivalent to the Figure 4 system: Any point on the rigid body 201 makes a circular motion around a fixed point with an equivalent radius of L d . Under the action of gravity, the natural vibration period of the horizontal motion of this system is:

[0041]

[0042] In the above formula, L d is Figure 7 the equivalent pendulum length of the system shown. It can be derived that:

[0043]

[0044] It can be seen from the above formula that when d = 0, the equivalent pendulum length L d = ∞, that is, Figure 5 the indifferent equilibrium system shown; when d gradually increases from 0, the equivalent pendulum length L d gradually decreases; when d = R, the equivalent pendulum length L d = R, and the corresponding natural vibration period is also When d = 2R, Figure 6 points A and B coincide, the equivalent pendulum length L d = 0, and the corresponding natural vibration period is also T = 0. When d changes from 2R to 0, the corresponding equivalent pendulum length L d changes from 0 to infinity, which is very meaningful - by reasonably adjusting R and d of the incomplete sphere, any natural vibration period can be obtained.

[0045] 6. Figure 6 For the incomplete sphere 203 shown, only the part near the line connecting A and B is useful, and the part far from the line connecting A and B is useless. Therefore, the line connecting A and B can be used as the axis, and a geometric body with a circular or square cross-section can be symmetrically retained along this axis, while the other parts are removed to form Figure 9 the circular or square isolation support column 204 shown by the thick solid line. The two ends of this isolation support column are spherical surfaces with a radius of R, the distance between the centers of the spheres is d, and the distance between the vertices of the two spherical surfaces is H = 2R - d. The diameter of the circular isolation support column or the side length D of the square isolation support column should satisfy the displacement of the rigid body 201. Replacing Figure 7 the incomplete sphere 203 with Figure 9 the isolation support column 204 shown, we get Figure 10 the system. The natural vibration period of the horizontal motion of this system is also the equivalent pendulum length is also Figure 10 The system is basically equivalent to the Figure 7 system, and the only difference is that Figure 7The horizontal displacement of the system can be very large while Figure 10 the horizontal displacement of the system shall not exceed 0.5D.

[0046] 8. Schematic diagram of actual engineering application is as Figures 11 to 14 shown: The superstructure composed of columns 301, upper shear walls 308, floor slabs 303 and node force transfer members 302, etc. is supported on the substructure or foundation 108 by the engineering application isolation support columns 304. Figure 12 and Figure 13 are respectively Figure 11 the A-A and B-B sections of Figure 14 and Figure 12 is the C-C section of Figure 13 . This section can clearly show the relationship between the engineering application isolation support column 304 and the upper and lower embedded parts 307 and 306 in contact with it. Since the engineering application isolation support column 304 cannot bear tension, prestressed cables 309 are added between the engineering application isolation support columns 304 to resist tension. The lower part of the prestressed cable is directly anchored, and the upper part is tensioned. The tensioning anchor is Figure 11 310 in Figure 10 . This practical isolation structure is evolved from the equivalent pendulum length

[0047] Isolation bearings are composed of engineering application isolation support columns 304, prestressed cables 309, upper and lower embedded parts 307 and 306, and node force transfer members 302, etc. under each column 301 and under each upper shear wall 308. The number of engineering application isolation support columns 304 for each isolation bearing is not less than 3 so as to effectively transfer the vertical load borne by the columns and shear walls to the substructure or foundation 108. If there is no tension in the column or shear wall supported by the isolation support column, the corresponding isolation bearing may not have the prestressed cable 309. If there is tension in the column or shear wall supported by the isolation support column, the number of prestressed cables of the corresponding isolation bearing can be one or more.

[0048] Figures 11 to 14 The detailed structure of the engineering application isolation support column 304 in Figures 15 to 18 is as Figure 15 shown. Figure 16 is the elevation of the engineering application isolation support column 304. Figure 15 is the E-E section of Figure 17 and Figure 15 is the F-F section (using circular pipe columns) of Figure 18 is also Figure 15The F-F section (using square pipe columns). The seismic isolation support column 304 for engineering applications is made of round or square metal pipes. The upper and lower ends are spherical surfaces with a radius of R, the distance between the centers of the spheres is d, and the distance between the vertices of the two spherical surfaces is H = 2R - d. Its shape is the same as that of Figure 9 the seismic isolation support column 204.

[0049] The seismic isolation support column 304 for engineering applications, the upper embedded part 307 and the lower embedded part 306 that are in spherical contact with the seismic isolation support column 304 for engineering applications can be made of the same metal material for support (such as ordinary steel, high-strength steel). However, since the contact surface between the upper spherical surface of the seismic isolation support column 304 for engineering applications and the node force-transferring member 302 and the contact surface between the lower spherical surface and the lower structure or foundation 108 are all point contacts, in order to improve its bearing capacity, a high-strength material 305 with a certain thickness is compounded on the surface of the spherical surface (such as high-strength steel with a relatively high carbon content, see Figure 14 、 Figure 16 ), and the seismic isolation support column 304 for engineering applications itself is made of ordinary metal material (such as ordinary steel). In this way, the bearing capacity of the contact points of the double-layer material compound is very high, and the toughness and ductility are both very good. Similarly ( Figure 14 ), a high-strength material 305 with a certain thickness is also compounded on the surfaces of the upper embedded part 307 and the lower embedded part 306 that are in spherical contact with the seismic isolation support column 304 for engineering applications (such as high-strength steel with a relatively high carbon content), and the embedded parts themselves are made of ordinary metal material (such as ordinary steel).

[0050] II. Working principle of the wind-resistant seismic isolation stiffness mutation device

[0051] Since the smaller the stiffness of the seismic isolation layer, the smaller the seismic action transmitted to the upper structure through the seismic isolation layer. Therefore, for seismic isolation, as long as the requirements of structural horizontal stability and restoration to the original equilibrium position after an earthquake can be met, the smaller the stiffness of the seismic isolation layer, the better. However, for structural wind resistance, the greater the stiffness of the seismic isolation layer, the smaller the displacement of the upper structure under the action of wind load. That is to say, for the same structure, it is hoped that the stiffness of the seismic isolation layer during normal use is very large, and during an earthquake, the stiffness of the seismic isolation layer becomes very small. This is the problem of stiffness mutation, that is, it is hoped that the stiffness of the seismic isolation layer is very large during normal times and suddenly becomes very small during an earthquake.

[0052] The simplified diagram of the seismic isolation model with wind-resistant seismic isolation mutation stiffness is as shown in Figure 2 . This model is obtained by adding a controllable horizontal stiffness 106 to the ideal seismic isolation model shown in Figure 1 . The horizontal stiffness of the controllable horizontal stiffness 106 is variable. Usually, the horizontal stiffness of the controllable horizontal stiffness 106 is much larger than the horizontal stiffness of the generalized horizontal spring 104, and most of the wind load is transmitted to the lower structure or foundation 108; but when an earthquake occurs and the ground acceleration reaches a certain value, the horizontal stiffness of the controllable horizontal stiffness 106 suddenly disappears,Figure 2 The simplified diagram of the seismic isolation model becomes Figure 1 the simplified diagram of the seismic isolation model shown.

[0053] There are many ways to achieve such a sudden change in stiffness.

[0054] One method is to set up wind-resistant members in the seismic isolation layer with very large horizontal stiffness, not very high horizontal bearing capacity, lower than the horizontal bearing capacity of the upper structure but sufficient to resist wind loads. The maintenance structure of the building in the seismic isolation layer can be used as such wind-resistant members. Under the action of wind loads, the horizontal stiffness and horizontal bearing capacity of the seismic isolation layer and the upper structure are sufficient to resist the action of wind loads. Under the action of earthquakes, the maintenance structure of the seismic isolation layer is damaged first, and the horizontal stiffness of the maintenance structure disappears, and the seismic isolation layer plays a seismic isolation role. In this way, the upper structure can be prevented from being damaged under earthquake action. The material of the maintenance structure of the seismic isolation layer can be the same as that of the maintenance structure of the upper structure, but in order to better achieve a sudden change in stiffness and for easy repair after an earthquake, the material of the maintenance structure of the seismic isolation layer can also be different from that of the maintenance structure of the upper structure.

[0055] Figure 19 It is a plan view of the seismic isolation layer of a seismic isolation structure using the maintenance structure of the seismic isolation layer as a wind-resistant member. Figure 20 is Figure 19 the G-G section of Figure 19 、 Figure 20 In, 403 is a window opening, 404 is a door opening, the upper structure is supported on the lower structure or foundation 108 by the aforementioned multiple engineering application seismic isolation support columns 304. The upper ends of the internal maintenance structure 402 inside the building and the external maintenance structure 401 around the building are connected to the upper structure, and the lower ends are connected to the lower structure or foundation 108. The lateral force-resistant structure composed of the external maintenance structure 401 and the internal maintenance structure 402 can effectively transfer the wind load to the lower structure or foundation 108. Since the upper structure also has an external maintenance structure 401 and an internal maintenance structure 402, and at the same time there is a frame structure composed of beams 405 and columns 301 to jointly resist wind and earthquake actions, the horizontal bearing capacity of the upper structure is higher than that of the seismic isolation layer. Therefore, under earthquake action, the maintenance structure of the seismic isolation layer will definitely be damaged before the maintenance structure of the upper structure. When an earthquake occurs and the earthquake action reaches a certain value, the maintenance structure of the seismic isolation layer cannot withstand the internal force generated by the earthquake action and is damaged, and its horizontal stiffness disappears, and the seismic isolation layer plays a seismic isolation role, and the upper structure can be protected from earthquake damage. This method is simple, practical, and effective, and is especially suitable for multi-story buildings with a small number of floors.

[0056] The second method is to utilize the difference in the ground acceleration under wind load and seismic action of the structure to set up a triggering device triggered by ground acceleration, so that the isolation layer maintains a large horizontal stiffness and corresponding bearing capacity during normal times and under wind load, while under seismic action, the horizontal stiffness suddenly becomes small. When the structure is subjected to wind load, there is no ground acceleration. However, when the structure is subjected to seismic action, there is ground acceleration. Therefore, we can install a device in the isolation layer. Utilizing the mechanism that there is no ground acceleration when the structure is subjected to wind load and there is ground acceleration when the structure is subjected to seismic action, this device has a large horizontal stiffness and corresponding horizontal bearing capacity when the structure is subjected to wind load, enabling the wind load borne by the upper structure to be effectively transmitted to the foundation through this device; while under seismic action, when the ground acceleration reaches a certain value, this device is triggered to act, causing the horizontal stiffness of this device to disappear, so that the isolation layer plays a role in isolating earthquakes. This device can be called a stiffness control mechanism or a stiffness control device.

[0057] Figures 21 to 45 It is a schematic diagram of the horizontal stiffness mutation device of the isolation layer.

[0058] Figure 21 It is a plan schematic diagram of the isolation layer equipped with a stiffness mutation device. In the plan of the isolation layer, a lower shear wall 501 is set at the position corresponding to the upper shear wall 308. Engineering application isolation support columns 304 are provided around the lower shear wall 501 to bear the pressure of the upper shear wall 308. Prestressed cables 309 are simultaneously provided around the lower shear wall 501 to bear the tension of the upper shear wall 308.

[0059] Setting the lower shear wall 501 at the position corresponding to the upper shear wall 308 provides direct force transmission. However, the lower shear wall 501 may not correspond to the upper shear wall 308, and the horizontal force of the upper structure can be transmitted to the lower shear wall 501 through the floor slab 303.

[0060] Figure 22 、 Figure 23 、 Figure 24 are all Figure 21H-H section. To clearly illustrate the working mechanism of the horizontal stiffness mutation device, only the hydraulic jacks 502L and 502R are shown in the sectional view. In the figure, the lower shear wall 501 is a shear wall with high horizontal stiffness and horizontal bearing capacity. This wall is generally located below the upper shear wall (it can also be in other positions), and is connected or separated from the upper shear wall through certain structures and control mechanisms to achieve stiffness mutation. The lower part of the lower shear wall 501 is connected to the lower structure or foundation 108, and there are N (N≥1, N = 2 in the figure) pairs of mating concave-convex force transmission tooth surfaces between the upper part of the lower shear wall 501 and the lower part of the upper shear wall 308. A stiffness control mechanism is composed of the hydraulic jacks 502L and 502R, as well as oil pipes, valves, trigger mechanisms, etc. that are not shown in the figure. The hydraulic jack 502L restricts the upper shear wall from moving to the left. The hydraulic jack 502R restricts the upper shear wall from moving to the right. The hydraulic jacks 502L and 502R must be set in pairs, and N (N≥1, N = 2 in the figure) pairs can be set.

[0061] Figure 22 It is a schematic diagram of the structure of N (N≥1, N = 2 in the figure) pairs of mating concave-convex force transmission tooth surfaces at the interface between the upper shear wall 308 without the installed hydraulic jacks 502L and 502R and the lower shear wall 501. It can be seen from the figure that at this time, there is no connection in the horizontal direction between the upper shear wall 308 and the lower shear wall 501, and the upper shear wall 308 and the lower shear wall 501 can move freely relative to each other horizontally along the direction of the shear wall within a certain range.

[0062] Figure 23 It is a schematic diagram of the structure in which N pairs (N = 2 in the figure) of hydraulic jacks 502L and 502R are installed between the concave-convex tooth surfaces of the upper shear wall 308 and the lower shear wall 501 and the jacks have been pressurized and tightened. It can be seen from the figure that the relative horizontal displacement of the upper shear wall 308 and the lower shear wall 501 along the direction of the shear wall is restricted, and the horizontal force of the upper shear wall 308 can be transmitted to the lower shear wall 501 through the hydraulic jacks 502L and 502R, and then transmitted from the lower shear wall 501 to the lower structure or foundation 108.

[0063] Figure 24 It is a schematic diagram in which the N pairs (N = 2 in the figure) of hydraulic jacks 502L and 502R between the concave-convex tooth surfaces of the upper shear wall 308 and the lower shear wall 501 trigger the control device due to horizontal seismic action to open the normally closed trigger valve in the oil pipe, causing the pistons of the hydraulic jacks 502L and 502R to quickly retract to the bottom position under the action of the gravity of the oil. It can be seen from the figure that at this time, the upper shear wall 308 and the lower shear wall 501 can move relative to each other along the direction of the shear wall, but the movement range is limited. As long as this movement range is designed well, it can effectively isolate horizontal earthquakes and ensure that the horizontal displacement of the isolation layer will not be too large to cause the collapse of the upper structure due to excessive horizontal displacement.

[0064] Figures 25 to 32 Also Figure 21 The H-H profiles also show the tubing, valves, and triggering mechanisms in the horizontal stiffness mutation device schematically.

[0065] Figure 25 It shows the connection schematic of the hydraulic jacks, tubing, and valves. N hydraulic jacks 502L that restrict the upper shear wall 308 from moving leftward are connected to the upper part of the main tubing 606L through the sub-tubing 605L. The lower end of the main tubing 606L is placed in the oil tank 609. A temporary shut-off valve 604L for use during oil injection is set at a certain distance from the lower end. Further up, a normally closed trigger valve 603L triggered by the ground acceleration is set. Then, it is connected to the injection tubing 607 through the sub-tubing, and a normally closed valve 602L for oil injection is set in the middle of the connected sub-tubing. Finally, it is connected to the hydraulic jack 502L. An exhaust valve 601L during oil injection is provided at the top of the hydraulic jack 502L. The connection relationship between N hydraulic jacks 502R that restrict the upper shear wall 308 from moving rightward and the main tubing 606R is the same as that between 502L and the main tubing 606L. For the convenience of the isolation layer during normal use and to accelerate the oil discharge speed of the hydraulic jacks 502L and 502R (the greater the vertical distance between the oil level in the oil tank 609 and the hydraulic jacks 502L and 502R, the greater the suction force generated by gravity during oil discharge, and the faster the oil discharge speed), the oil tank 609 is installed in the pit 608. The pit 608 is covered with a cover plate 610 at the floor level.

[0066] Figures 25 to 37 In the figure, the valves are all schematic. There is a thick short horizontal line in the schematic valve diagram. When the short horizontal line is parallel to the direction of the tubing, it indicates that the valve is open; when the short horizontal line is perpendicular to the direction of the tubing, it indicates that the valve is closed.

[0067] Figures 25 to 30 It is a schematic diagram of the oil injection process of the horizontal stiffness mutation device. The oil injection process is as follows:

[0068] Step 1: As Figure 26 . Add a certain amount of oil to the oil tank 609. The oil level in the oil tank must be higher than the bottom surface of the main tubing 606L and 606R. Close the temporary shut-off valves 604L and 604R, and open the other valves. Inject a certain amount of oil into the tubing through the injection tubing 607. At this time, since the temporary shut-off valves 604L and 604R are closed, there is a section of air between the main tubing and the oil level in the oil tank between the temporary shut-off valves 604L and 604R.

[0069] Step 2: As Figure 27Close the normally closed trigger valves 603L and 603R, and then open the temporarily closed valves 604L and 604R. At this time, under the action of gravity, the air between the main oil pipes 606L and 606R and the temporarily closed valves 604L and 604R in the fuel tank oil level will transfer upward. The top of the air is at the normally closed trigger valves 603L and 603R.

[0070] Step 3: As Figure 28 Open the normally closed trigger valves 603L and 603R. At this time, under the action of gravity, the oil above the normally closed trigger valves 603L and 603R in the main oil pipes 606L and 606R flows downward, and the air below the normally closed trigger valves 603L and 603R will transfer upward.

[0071] Step 4: As Figure 29 Continue to inject oil into the oil pipes through the injection oil pipes 607 so that the oil level exceeds the exhaust valves 601L and 601R at the top of the oil pressure jacks 502L and 502R. At this time, the oil pressure jack cylinders and all connecting pipes are filled with oil and there is no air in the middle.

[0072] Step 5: As Figure 30 Close the normally closed trigger valves 603L and 603R and the exhaust valves 601L and 601R. Then open the temporarily closed valves 604L and 604R. Then continue to inject oil into the oil pipes through the injection oil pipes 607 under pressure so that there is a certain pressure in the oil pressure jack cylinders, and the cylinder pistons tightly press against the protruding force-transferring tooth surfaces of the upper shear walls 308.

[0073] Step 6: As Figure 31 Close the normally closed valves 602L and 602R for oil injection.

[0074] So far, the oil injection work is completed. In the state where the oil pressure jacks tightly press against the protruding force-transferring tooth surfaces of the upper shear walls 308, the horizontal stiffness of the isolation layer is very large, and the wind load of the upper structure can be effectively transmitted to the lower structure or foundation 108 through the oil pressure jacks.

[0075] Figure 32 It is a schematic diagram of the sudden reduction of the isolation layer stiffness due to the ground acceleration triggering the stiffness mutation control mechanism, causing the normally closed trigger valves 603L and 603R to open. After the normally closed trigger valves 603L and 603R are opened, the oil in the main oil pipes 606L and 606R quickly flows into the fuel tank 609 under the action of gravity, causing the pistons of the oil pressure jacks 502L and 502R to quickly retract to the bottom. The protruding force-transferring tooth surfaces of the upper shear walls 308 lose the restraint of the oil pressure jacks 502L and 502R, and the upper shear walls 308 can move horizontally within a certain range.

[0076] Figures 33 to 36It is a schematic diagram of the structure and working principle of a stiffness mutation control mechanism added to the device introduced previously. Figure 34 It is Figure 33 the I-I section of Figure 36 It is Figure 35 the J-J section of

[0077] For example, Figures 33 to 36 , handles 704L and 704R are installed on the valve shafts of the normally closed trigger valves 603L and 603R. When the normally closed trigger valves 603L and 603R are closed, the handles 704L and 704R are inclined upward at an angle of 45 degrees to the horizontal plane ( Figure 33 ). When the normally closed trigger valves 603L and 603R are opened, the handles 704L and 704R are inclined downward at an angle of 45 degrees to the horizontal plane ( Figure 35 ). A strut 702 perpendicular to the wall surface is installed at an appropriate position on the lower shear wall ( Figure 33 , Figure 34 ). A short circular tube 706 with an inner diameter of r is welded to the end of the strut 702. A sphere 701 with a radius of R is placed on the short circular tube 706. A small ring 705 is welded to the sphere 701. One end of a steel cable 703 with a suitable length passes through the round hole at the end of the handle 704L and is fixed to the handle 704L with a cable clamp. The other end passes through the small ring 705 on the sphere 701 and then through the round hole at the end of the handle 704R and is fixed to the handle 704R with a cable clamp.

[0078] The sphere 701 supported on the short circular tube 706 is unstable. When an earthquake occurs and the horizontal acceleration of the ground reaches a certain value, the sphere 701 loses the support of the short circular tube 706 and drops. The smaller the inner diameter r of the short circular tube 706 and the larger the radius R of the sphere 701, the more unstable the sphere 701 is. By adjusting the inner diameter r of the short circular tube 706 and the radius R of the sphere 701, the horizontal acceleration required for the sphere 701 to drop can be adjusted.

[0079] For example, Figure 35 , Figure 36 , when the sphere 701 drops, its gravitational potential energy will pull the handles 704L and 704R on the valve shafts of the normally closed trigger valves 603L and 603R downward, causing the valve shafts to rotate 90 degrees. After the valve shafts rotate 90 degrees, the normally closed trigger valves 603L and 603R open. After the normally closed trigger valves 603L and 603R open, the oil in the main oil pipes 606L and 606R quickly flows to the oil tank 609 under the action of gravity, causing the pistons of the oil pressure jacks 502L and 502R to quickly retract to the bottom. The protruding force-transferring tooth surfaces of the upper shear wall 308 lose the restraint of the oil pressure jacks 502L and 502R. In this way, the upper shear wall 308 can move horizontally within a certain range, achieving the purpose of stiffness mutation under earthquake action.

[0080] Figures 37 to 39 The device that directly uses ground acceleration to trigger the instability of the sphere 701 and utilizes the gravitational potential energy of the sphere 701 to open the normally closed trigger valves 603L and 603R to achieve stiffness mutation is replaced with a schematic diagram of a device that uses an acceleration sensor and supporting electronic control equipment to drive electromagnetic normally closed valves to achieve stiffness mutation.

[0081] Figure 37 It is to Figure 25 replace the ordinary normally closed trigger valves 603L and 603R in it with electromagnetic normally closed trigger valves 803L and 803R. An electromagnetic drive coil 802L is provided on the electromagnetic normally closed trigger valve 803L. When the electromagnetic drive coil 802L is not energized, the electromagnetic normally closed trigger valve 803L is closed. When the electromagnetic drive coil 802L is energized, the electromagnetic normally closed trigger valve 803L opens. An electromagnetic drive coil 802R is provided on the electromagnetic normally closed trigger valve 803R. When the electromagnetic drive coil 802R is not energized, the electromagnetic normally closed trigger valve 803R is closed. When the electromagnetic drive coil 802R is energized, the electromagnetic normally closed trigger valve 803R opens.

[0082] The oil injection process of the device using electromagnetic normally closed valves to achieve stiffness mutation is the same as that of the device using ordinary valves to achieve stiffness mutation. It's just that when injecting oil, the coils 802L and 802R of the electromagnetic normally closed valves are directly connected to a DC power supply 804 and a power switch 805 is added (the circuit diagram is as Figure 38 ). The opening and closing of the electromagnetic normally closed trigger valves 803L and 803R are controlled by the opening and closing of the power switch 805. After the oil injection process is completed, the coils 802L and 802R of the electromagnetic normally closed valves are connected to the output terminals of the acceleration sensor and supporting electronic control equipment 801 ( Figure 39 ). The acceleration sensor and supporting electronic control equipment 801 are fixed at an appropriate position on the lower shear wall 501. 801 is supplied with DC power by an uninterruptible DC power supply powered by an AC power supply. Its function is that when there is no ground acceleration or the ground acceleration is very small, the voltage at the output terminal is zero. When an earthquake occurs and the ground horizontal acceleration reaches a certain value, the output terminal outputs a voltage matching the coils of the electromagnetic normally closed valves, causing the electromagnetic normally closed valves to open and achieving stiffness mutation.

[0083] Figure 42 、 Figure 43 It is a circuit diagram that directly connects the coils 802L and 802R of the electromagnetic normally closed valves to an uninterruptible DC power supply 906 powered by an AC power supply through a normally open switch triggered by ground acceleration. The normally open switch triggered by ground acceleration is placed in a small box 901 ( Figure 40 、 Figure 41)。The small box is fixed at an appropriate position on the lower shear wall 501. There is a dust-proof cover 902 on the upper part of the small box that can be conveniently opened and closed. In the middle of the lower part of the small box, there is a short circular tube 903 with an inner diameter of r and a small hole 907 for connecting the lead-out wire of the micro three-wire switch 904. At an appropriate position above the short circular tube 903, a micro three-wire switch 904 is installed. The micro three-wire switch 904 is actually two complementary switches. When the button is pressed, switch A disconnects and switch B closes; when the button is released, switch A closes and switch B disconnects. Here, switch A that disconnects when the button is pressed is used. A small ball 905 with a radius of R is placed above the short circular tube 903. Under the gravitational force of the small ball 905, the button of the micro three-wire switch 904 is pressed, and the used switch disconnects, and the corresponding circuit state is as Figure 42 shown. The small ball 905 supported on the short circular tube 903 is unstable. When an earthquake occurs and the horizontal ground acceleration reaches a certain value, the small ball 905 loses the support of the short circular tube 903 and falls. After the small ball 905 falls, the button of the micro three-wire switch 904 returns to its original state, and the used switch closes, and the corresponding circuit state is as Figure 43 shown. After the used switch closes, the electromagnetic normally closed valve opens, realizing a sudden change in stiffness. The smaller the inner diameter r of the short circular tube 903 and the larger the radius R of the small ball 905, the more unstable the small ball 905 is. By adjusting the inner diameter r of the short circular tube 903 and the radius R of the small ball 905, the acceleration required for the small ball 905 to fall can be adjusted.

[0084] Figure 44 、 Figure 45 is the circuit diagram in which the power supply of the electromagnetic normally closed valve coil is directly connected or disconnected by the micro three-wire switch 904 is changed to the power supply of a relay 908 coil is connected or disconnected by the micro three-wire switch 904, and then the power supply of the electromagnetic normally closed valve coil is connected or disconnected by the relay. Figure 44 is the circuit state diagram when the small ball 905 is placed on the short circular tube 903 and the button of the micro three-wire switch 904 is pressed, and the used switch disconnects. At this time, the electromagnetic normally closed valve coil is not energized, and the electromagnetic normally closed valve is closed. Figure 45 is the circuit state diagram when the small ball 905 falls, the button of the micro three-wire switch 904 returns to its original state, and the used switch closes. At this time, the electromagnetic normally closed valve coil is energized, and the electromagnetic normally closed valve opens. This method can solve the problem that the micro three-wire switch 904 cannot pass a large current.

[0085] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0086] A. For the wind resistance of a structure, an overly small horizontal stiffness of the seismic isolation layer is disadvantageous for wind resistance. For the effect of earthquake isolation, the smaller the horizontal stiffness of the seismic isolation layer, the better the seismic isolation effect. Since traditional rubber seismic isolation bearings need to balance both the wind resistance of the structure and the seismic isolation of the structure, the effects of wind resistance and seismic isolation are not very good. For the seismic isolation layer of the present invention, due to the setting of a stiffness mutation device, under the action of wind load, the horizontal stiffness of the seismic isolation layer is very large, while under the action of earthquake, the horizontal stiffness of the seismic isolation layer suddenly becomes very small. Therefore, its wind resistance effect and seismic isolation effect are both very good.

[0087] B. Traditional rubber seismic isolation bearings have the problem of rubber aging, so the replacement of the bearings must be considered. However, the seismic isolation bearings of the present invention are made of metal materials. As long as the rust prevention (galvanizing) of the metal materials is properly handled, the bearings will not fail.

[0088] C. The natural vibration period T of the structure during seismic isolation of the seismic isolation bearings of the present invention and the height of the seismic isolation layer (related to the height H of the seismic isolation support column 304 for engineering application) are very easy to control. First, the height H of the seismic isolation support column 304 for engineering application can be preliminarily determined according to needs, and then the minimum radius R of the spherical body at the end of the assembled body can be determined according to the bearing capacity requirement of the contact point of the seismic isolation support column (the larger R is, the greater the bearing capacity of the contact point, and the higher the strength of the contact point material, the greater the bearing capacity of the contact point). Then, according to the formula H = 2R - d, the appropriate R, H, d, and T can be determined.

[0089] D. The present invention realizes stiffness mutation by using the maintenance structure of the seismic isolation layer. This implementation method is very simple and effective, and is very suitable for multi-story buildings with few floors and small wind loads in underdeveloped areas.

[0090] E. The stiffness mutation device provided by the present invention for transmitting the wind load of the upper structure by using an oil jack can have a very high bearing capacity and is suitable for the wind resistance and seismic isolation of high-rise buildings. BRIEF DESCRIPTION OF THE DRAWINGS

[0091] Figure 1 is a schematic diagram of an ideal seismic isolation structure model;

[0092] Figure 2 is a schematic diagram of an ideal seismic isolation structure model with wind resistance and seismic isolation mutation stiffness;

[0093] Figure 3 is a schematic diagram of a simple pendulum model;

[0094] Figure 4 is a schematic diagram of a spatial compound pendulum model;

[0095] Figure 5 is a schematic diagram of a model of a neutral equilibrium supported by spheres of equal diameter;

[0096] Figure 6 Schematic diagram of a symmetric incomplete hemispherical assembly

[0097] Figure 7 Schematic diagram of a seismic isolation structure model supported by a symmetric incomplete hemispherical assembly in the equilibrium position

[0098] Figure 8 Schematic diagram of a seismic isolation structure model supported by a symmetric incomplete hemispherical assembly in a non - equilibrium position

[0099] Figure 9 Schematic diagram of a seismic isolation support column formed by removing the useless part of a symmetric incomplete hemispherical assembly

[0100] Figure 10 Schematic diagram of a seismic isolation structure supported by a seismic isolation support column

[0101] Figure 11 Schematic diagram of a seismic isolation structure in an actual project

[0102] Figure 12 For Figure 11 A - A sectional view

[0103] Figure 13 For Figure 11 B - B sectional view

[0104] Figure 14 For Figure 12 C - C sectional view

[0105] Figure 15 Schematic diagram of a practical seismic isolation support column

[0106] Figure 16 For Figure 15 E - E sectional view

[0107] Figure 17 For Figure 15 F - F sectional view (circular pipe column section)

[0108] Figure 18 For Figure 15 F - F sectional view (square pipe column section)

[0109] Figure 19 Schematic plan view of the seismic isolation layer of a seismic isolation structure using the maintenance structure of the seismic isolation layer to resist wind

[0110] Figure 20 For Figure 19 G - G sectional view

[0111] Figure 21 Schematic plan view of the seismic isolation layer with a stiffness mutation device provided in the seismic isolation layer

[0112] Figure 22 For Figure 21 H-H sectional view (additional devices such as jacks not shown);

[0113] Figure 23 For Figure 21 H-H sectional view (only the jack is shown and the jack is in the tightened non-seismic isolation state);

[0114] Figure 24 For Figure 21 H-H sectional view (only the jack is shown and the jack is in the non-tightened seismic isolation state);

[0115] Figure 25 For Figure 21 H-H sectional view (showing the jack and the connection of oil pipes and valves);

[0116] Figure 26 For Figure 21 H-H sectional view (showing the first step of oil injection);

[0117] Figure 27 For Figure 21 H-H sectional view (showing the second step of oil injection);

[0118] Figure 28 For Figure 21 H-H sectional view (showing the third step of oil injection);

[0119] Figure 29 For Figure 21 H-H sectional view (showing the fourth step of oil injection);

[0120] Figure 30 For Figure 21 H-H sectional view (showing the fifth step of oil injection);

[0121] Figure 31 For Figure 21 H-H sectional view (showing the sixth step of oil injection, oil injection completed);

[0122] Figure 32 For Figure 21 H-H sectional view (main oil pipe normally closed trigger valve opened, stiffness mutation device's stiffness mutated to zero state);

[0123] Figure 33 For Figure 21 H-H sectional view (seismic trigger device installed);

[0124] Figure 34 For Figure 33 I-I sectional view;

[0125] Figure 35 For Figure 21H-H sectional view (the stiffness mutation of the ground acceleration-triggered stiffness mutation device is in the zero state);

[0126] Figure 36 is Figure 35 J-J sectional view;

[0127] Figure 37 is a schematic diagram of the stiffness mutation device that replaces the ordinary normally closed valve on the main oil pipe with an electromagnetic normally closed valve;

[0128] Figure 38 is a schematic diagram of the oil injection circuit of the stiffness mutation device using an electromagnetic normally closed valve;

[0129] Figure 39 is a schematic diagram of the circuit when the stiffness mutation device using an electromagnetic normally closed valve is in normal use;

[0130] Figure 40 is a schematic diagram of the ground horizontal acceleration-triggered microswitch device (the ball presses the microswitch button and the switch is in the off state);

[0131] Figure 41 is a schematic diagram of the ground horizontal acceleration-triggered microswitch device (the ball drops and the switch is in the on state);

[0132] Figure 42 is a schematic diagram of the circuit where the microswitch directly controls the electromagnetic normally closed valve (the switch is in the off state);

[0133] Figure 43 is a schematic diagram of the circuit where the microswitch directly controls the electromagnetic normally closed valve (the switch is in the on state);

[0134] Figure 44 is a schematic diagram of the circuit where the microswitch controls the relay and the relay controls the electromagnetic normally closed valve (the switch is in the off state);

[0135] Figure 45 is a schematic diagram of the circuit where the microswitch controls the relay and the relay controls the electromagnetic normally closed valve (the switch is in the on state). Specific implementation mode

[0136] The present invention will be further described in detail below in conjunction with the embodiments and the drawings, but the implementation modes of the present invention are not limited thereto.

[0137] Embodiment 1:

[0138] As Figure 19 , Figure 20, An engineering application isolation bearing column 304 formed by an incomplete hemispherical assembly provides vertical support force and horizontal stiffness for the superstructure, a prestressed cable 309 provides vertical tension for the superstructure, and the outer maintenance structure 401 and inner maintenance structure 402 of the isolation layer are used as an isolation structure of a variable stiffness mechanism.

[0139] Under each column 301, an isolation bearing is composed of an engineering application isolation bearing column 304, a prestressed cable 309, upper and lower embedded parts 307, 306, and a node force transfer member 302, etc. The number of engineering application isolation bearing columns 304 of each isolation bearing is not less than 3 so as to effectively transfer the vertical load borne by the column and shear wall to the lower structure or foundation 108. If the column supported by the isolation bearing column has no tension, the corresponding isolation bearing may not have a prestressed cable 309. If the column supported by the isolation bearing column has tension, the number of prestressed cables of the corresponding isolation bearing can be 1 or more than 1.

[0140] The engineering application isolation bearing column 304 is made of a square metal pipe or a round metal pipe. The upper and lower ends are spherical surfaces with a radius of R, the distance between the centers of the spheres is d, and the distance between the vertices of the two spherical surfaces is H = 2R - d. Its shape is the same as Figure 9 the isolation bearing column 204. Since the contact surface between the upper spherical surface of the engineering application isolation bearing column 304 and the node force transfer member 302 and the contact surface between the lower spherical surface and the lower structure or foundation 108 are both point contacts, in order to improve its bearing capacity, a layer of high-strength material 305 (such as high-strength steel with a relatively high carbon content, see Figure 16 ) is compounded on the surface of the spherical surface. The engineering application isolation bearing column 304 itself is made of ordinary metal material (such as ordinary steel). In this way, the bearing capacity of the contact points of the double-layer material compounding is greatly improved, and the toughness and ductility are both very good. Similarly ( Figure 14 ), a layer of high-strength material 305 (such as high-strength steel with a relatively high carbon content) is also compounded on the surfaces of the upper embedded part 307 and the lower embedded part 306 that are in contact with the spherical surface of the engineering application isolation bearing column 304, and the embedded parts themselves are made of ordinary metal material (such as ordinary steel). However, in order to simplify the manufacturing and processing technology, the engineering application isolation bearing column 304 and the force transfer metal embedded parts in contact with the spherical surface of the engineering application isolation bearing column 304 can also be made of the same metal material (such as ordinary steel, high-strength steel).

[0141] The lateral force resisting structure composed of the outer enclosure structure 401 and the inner enclosure structure 402 can effectively transfer the wind load to the lower structure or the foundation 108. Since the upper structure also has the outer enclosure structure 401 and the inner enclosure structure 402, and at the same time has a frame structure composed of beams 405 and columns 301 to jointly resist the wind and earthquake actions, the horizontal bearing capacity of the upper structure is higher than that of the isolation layer. Therefore, under earthquake actions, the enclosure structure of the isolation layer will definitely be damaged prior to that of the upper structure. When an earthquake occurs and the earthquake action reaches a certain value, the enclosure structure of the isolation layer cannot withstand the internal force generated by the earthquake action and is damaged, and its horizontal stiffness disappears. Then the isolation layer plays the role of isolation, and the upper structure can be protected from earthquake damage.

[0142] Embodiment 2:

[0143] Except that the method for realizing the variable stiffness of the isolation layer is different from that in Embodiment 1, the rest are the same as in Embodiment 1.

[0144] In this embodiment, a ground acceleration triggered horizontal stiffness mutation control device is used to realize the stiffness mutation.

[0145] Figures 21 to 39 It is a schematic diagram of the horizontal stiffness mutation control device of the isolation layer in this embodiment.

[0146] As Figure 21 In the schematic plan view of the isolation layer shown, a lower shear wall 501 is provided at the position corresponding to the upper shear wall. Engineering application isolation support columns 304 are provided around the lower shear wall 501 to bear the pressure of the upper shear wall 308. Prestressed cables 309 are also provided around the lower shear wall 501 to bear the tension of the upper shear wall 308.

[0147] Under each upper shear wall 308, an isolation bearing is formed by engineering application isolation support columns 304, prestressed cables 309, upper and lower embedded parts 307, 306, and node force transfer members 302, etc. The number of engineering application isolation support columns 304 of each isolation bearing is not less than 3 so as to effectively transfer the vertical load borne by the upper shear wall to the lower structure or the foundation 108. If the upper shear wall supported by the isolation support column has no tension, the corresponding isolation bearing may not have the prestressed cable 309. If the upper shear wall supported by the isolation support column has tension, the number of prestressed cables of the corresponding isolation bearing can be one or more.

[0148] The lower part of the lower shear wall 501 is connected to the lower structure or foundation 108, and the upper part has a mating transmission tooth surface with the lower part of the upper shear wall 308. A stiffness control mechanism is composed of hydraulic jacks 502L (502R), main oil pipes 606L (606R), branch oil pipes 605L (605R), oil tank 609, and multiple valves, trigger mechanisms, etc. The hydraulic jack 502L restricts the upper shear wall from moving to the left. The hydraulic jack 502R restricts the upper shear wall from moving to the right. The hydraulic jacks 502L and 502R must be set in pairs. N (N≥1, N = 2 in the figure) pairs can be set.

[0149] Put an appropriate amount of oil in the oil tank 609, and inject oil into the oil pipes and jacks and apply appropriate pressure in a certain order and method. After the oil injection is completed ( Figure 31 ), temporarily close the valves 604L and 604R are in the open state, and other valves are in the closed state. At this time, in the state where the hydraulic jacks press against the protruding transmission tooth surface of the upper shear wall 308, the horizontal stiffness of the isolation layer is very large, and the wind load of the upper structure can be effectively transmitted to the lower structure or foundation 108 through the hydraulic jacks.

[0150] Such as Figure 35 , Figure 36 , when an earthquake occurs and the ground horizontal acceleration reaches a certain value, the sphere 701 becomes unstable and drops, and its gravitational potential energy pulls the handles 704L and 704R on the valve shafts of the normally closed trigger valves 603L and 603R downward, causing the valve shafts to rotate 90 degrees. After the valve shafts rotate 90 degrees, the normally closed trigger valves 603L and 603R open. After the normally closed trigger valves 603L and 603R open, the oil in the main oil pipes 606L and 606R flows to the oil tank 609 under the action of gravity, causing the pistons of the hydraulic jacks 502L and 502R to quickly retract to the bottom. The protruding transmission tooth surface of the upper shear wall 308 loses the restraint of the hydraulic jacks 502L and 502R, and the upper shear wall 308 can move horizontally within a certain range. The purpose of sudden change in stiffness under earthquake action is achieved.

[0151] Embodiment 3:

[0152] Except that the trigger method for realizing variable stiffness is different from that in Embodiment 2, the rest are the same as those in Embodiment 2.

[0153] In this embodiment, the ordinary normally-closed trigger valves 603L and 603R in Embodiment 2 are replaced with electromagnetic normally-closed trigger valves 803L and 803R. The electromagnetic drive coil on the electromagnetic normally-closed trigger valve 803L is 802L. When the electromagnetic drive coil 802L is not powered on, the electromagnetic normally-closed trigger valve 803L is closed. When the electromagnetic drive coil 802L is powered on, the electromagnetic normally-closed trigger valve 803L opens. The electromagnetic drive coil on the electromagnetic normally-closed trigger valve 803R is 802R. When the electromagnetic drive coil 802R is not powered on, the electromagnetic normally-closed trigger valve 803R is closed. When the electromagnetic drive coil 802R is powered on, the electromagnetic normally-closed trigger valve 803R opens. The coils 802L and 802R of the electromagnetic normally-closed valve are connected to the output terminals of the acceleration sensor and the supporting electronic control device 801( Figure 39 ). The acceleration sensor and the supporting electronic control device 801 are fixed at an appropriate position on the lower shear wall. The electronic control device 801 is powered by an uninterruptible DC power supply powered by an AC power supply. Its function is that when there is no acceleration on the ground or the ground acceleration is very small, the voltage at the output terminal is zero. When an earthquake occurs and the ground horizontal acceleration reaches a certain value, the output terminal outputs a voltage matching the coil of the electromagnetic normally-closed valve to open the electromagnetic normally-closed valve and achieve a stiffness mutation.

[0154] Embodiment 4:

[0155] Except that the power supply method for providing the power required to open the valve for the electromagnetic drive coils of the electromagnetic normally-closed trigger valves is different from that in Embodiment 3, the rest are the same as in Embodiment 3.

[0156] In this embodiment, the power supply for the coils 802L and 802R of the electromagnetic normally-closed valve provided by the acceleration sensor and the supporting electronic control device 801 in Embodiment 3 to provide the power required to open the valve is replaced with a circuit directly composed of a normally-open switch triggered by ground acceleration and an uninterruptible DC power supply powered by an AC power supply to provide the power required to open the valve. The normally-open switch triggered by ground acceleration is placed in a small box 901( Figure 40 、 Figure 41 ). The small box is fixed at an appropriate position on the lower shear wall 501. There is a dust-proof cover 902 on the small box that can be easily opened and closed. In the middle of the lower part of the small box, there is a short round tube 903 with an inner diameter of r and a small hole for wiring the micro three-wire switch 904. A micro three-wire switch 904 is installed at an appropriate position above the short round tube 903. The micro three-wire switch 904 is actually two complementary switches. When the button is pressed, switch A is disconnected and switch B is closed; when the button is released, switch A is closed and switch B is disconnected. Here, switch A that is disconnected when the button is pressed is used. A small ball 905 with a radius of R is placed above the short round tube 903. Under the action of the gravity of the small ball 905, the button of the micro three-wire switch 904 is pressed, and the used switch is disconnected, and the corresponding circuit state is asFigure 42 As shown. The small ball 905 supported on the short circular tube 903 is unstable. When an earthquake occurs and the horizontal ground acceleration reaches a certain value, the small ball 905 loses the support of the short circular tube 903 and drops. After the small ball 905 drops, the button of the micro three-wire switch 904 returns to its original state, the switch used closes, and the corresponding circuit state is as Figure 43 shown. After the switch used closes, the electromagnetic normally closed valve opens, realizing a sudden change in stiffness. The smaller the inner diameter r of the short circular tube 903 and the larger the radius R of the small ball 905, the more unstable the small ball 905 is. By adjusting the inner diameter r of the short circular tube 903 and the radius R of the small ball 905, the acceleration required for the small ball 905 to drop can be adjusted. To solve the problem that the micro three-wire switch 904 cannot pass a large current, the power supply for opening and closing the electromagnetic normally closed valve coil directly with the micro three-wire switch 904 can be changed to the power supply for opening and closing a relay coil by the micro three-wire switch 904, and then the power supply for opening and closing the electromagnetic normally closed valve coil by the relay.

[0157] The above embodiments are preferred embodiments of the present invention, but the embodiments of the present invention are not limited to the above embodiments. Any other changes, modifications, substitutions, combinations, and simplifications made without departing from the spirit and principle of the present invention shall be equivalent replacement methods and are all included in the protection scope of the present invention.

Claims

1. A device that can arbitrarily adjust the horizontal stiffness and adapt to wind resistance and seismic isolation, characterized in that: It includes a seismic isolation layer arranged between the upper structure and the lower structure, and a number of seismic isolation bearings and a number of horizontal stiffness mutation control devices are arranged in the seismic isolation layer; the seismic isolation bearing includes a seismic isolation support column and embedded parts placed on the force transfer members of the lower structure and the upper structure; the seismic isolation bearings are located under each column and each shear wall of the upper structure, and the number of seismic isolation support columns under each column and each shear wall is not less than 3; wherein, the seismic isolation support column of the seismic isolation bearing provides vertical bearing capacity and horizontal stiffness for the column or shear wall it supports, and the prestressed cable provides vertical tensile force for the column or shear wall it supports; the horizontal stiffness mutation device is arranged in the plane of the seismic isolation layer. Under the action of wind load, the horizontal stiffness and horizontal bearing capacity it provides can effectively transfer the wind load to the lower structure, while under the action of earthquake, its horizontal stiffness suddenly becomes zero, enabling the seismic isolation bearing to play a seismic isolation role; The horizontal stiffness mutation control device includes a seismic isolation layer shear wall arranged in the plane of the seismic isolation layer, an oil hydraulic jack and corresponding oil pipes, valves and a triggering mechanism; The bottom of the seismic isolation layer shear wall is connected to the lower structure or the foundation; there are N pairs of concave-convex mating force transfer tooth surfaces arranged between the top of the seismic isolation layer shear wall and the bottom of the shear wall of the upper structure. There are 2N force transfer tooth surface gaps in N pairs of concave-convex mating force transfer tooth surfaces, and an oil hydraulic jack is arranged in each force transfer tooth surface gap; among them, N oil hydraulic jacks that limit the displacement of the upper structure in one direction along the seismic isolation layer shear wall are the first group of oil hydraulic jacks, and the other N oil hydraulic jacks that limit the displacement of the upper structure in the other direction along the seismic isolation layer shear wall are the second group of oil hydraulic jacks; each group of oil hydraulic jacks is connected by valves, branch oil pipes and main oil pipes respectively, and the lower part of the main oil pipe is placed in the oil tank; N≥1; The triggering mechanism is used to trigger the pistons of the first group of oil hydraulic jacks and the second group of oil hydraulic jacks to retract when the triggering conditions are met, and the oil of the first group of oil hydraulic jacks and the second group of oil hydraulic jacks flows to the oil tank through the oil pipes; the triggering conditions are that an earthquake occurs and the ground horizontal acceleration reaches a preset value.

2. The device according to claim 1 that can arbitrarily adjust the horizontal stiffness and adapt to wind resistance and seismic isolation, characterized in that: The described seismic isolation support column is made of a circular metal pipe or a square metal pipe. The upper and lower ends are spherical surfaces with a radius of R, the distance between the centers of the spheres is d, and the distance between the vertices of the two spherical surfaces is H = 2R - d.

3. The device according to claim 1, which can arbitrarily adjust the horizontal stiffness and adapt to wind resistance and seismic isolation, is characterized in that: The seismic isolation support column and the embedded parts on the force transfer member are made of the same metal material.

4. The device according to claim 1 that can arbitrarily adjust the horizontal stiffness and adapt to wind resistance and seismic isolation, characterized in that: A composite layer of high-strength material with a preset thickness is provided on the contact surface between the seismic isolation support column and the embedded parts on the force transfer member, and the high-strength material includes high-strength steel.

5. The device according to claim 1, which can arbitrarily adjust the horizontal stiffness and is suitable for wind resistance and seismic isolation, is characterized in that: The triggering mechanism includes a horizontal support rod installed on the lower structure and a normally closed trigger valve arranged on the oil pipe. A short circular pipe is welded to the end of the horizontal support rod, and a sphere is placed on the short circular pipe; a handle is installed on the valve shaft of the normally closed trigger valve; the handle is flexibly connected to the sphere; when the normally closed trigger valve is closed, the handle is at an angle of 45 degrees upward with the horizontal plane; when the normally closed trigger valve is opened, the handle is at an angle of 45 degrees downward with the horizontal plane.

6. The device according to claim 1 that can arbitrarily adjust the horizontal stiffness and adapt to wind resistance and seismic isolation, characterized in that: The triggering mechanism includes an electromagnetic normally closed trigger valve, an electromagnetic drive coil, an acceleration sensor, and an electronic control device disposed on the oil pipe; the acceleration sensor is disposed in the lower structure and transmits the detected ground acceleration signal to the electronic control device, and the electronic control device determines whether the acceleration reaches a preset value. If it reaches, the electromagnetic drive coil is powered on and the electromagnetic normally closed trigger valve is opened. Otherwise, no operation is performed.

7. The device according to claim 1, which can arbitrarily adjust the horizontal stiffness and adapt to wind resistance and seismic isolation, is characterized in that: The triggering mechanism includes a small box disposed in the lower structure. A dust-proof cover that can be freely opened and closed is provided at the top of the small box. A short round pipe is provided in the middle of the lower surface of the small box and there is a small hole for switch wiring; a micro three-wire switch is installed above the short round pipe, and the micro three-wire switch is connected to the electromagnetic normally closed valve; the micro three-wire switch is two complementary switches A and B. When the button is pressed, switch A is disconnected and switch B is closed; when the button is released, switch A is closed and switch B is disconnected; a small ball is placed above the short round pipe, and the small ball presses on the button of the micro three-wire switch.

8. The device according to claim 1, which can arbitrarily adjust the horizontal stiffness and adapt to wind resistance and seismic isolation, is characterized in that: The seismic isolation bearing further includes a plurality of prestressed cables.

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