JP2018080444A - Base-isolated building and construction method thereof - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a base-isolated building capable of exerting excellent base isolation performance in case of a large earthquake while suppressing large residual displacement of an upper structure by wind load, without applying wind resistance pins which are shear-fractured in a large earthquake.SOLUTION: A base-isolated building 100 is composed of an upper structure 20 and a lower structure 10. Sliding bearings of different forms are placed between the upper structure 20 and the lower structure 10, and the sliding bearings of different forms are composed of spherical surface slide bearings 30 and plane surface slide bearings 40. A friction factor of the plane surface slide bearing 40 is larger than the friction factor of the spherical surface slide bearing 30.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a base-isolated building composed of an upper structure and a lower structure, in which different types of sliding bearings are interposed between the upper structure and the lower structure.

  In Japan, an earthquake-prone country, there are various seismic resistances for various structures such as buildings, bridges, elevated roads, and detached houses. Technology, seismic isolation technology and seismic control technology have been developed and applied to various structures.

  In particular, seismic isolation technology is a technology that reduces the seismic force that enters the structure itself, so that the vibration of the structure during an earthquake is effectively reduced. To outline this seismic isolation technology, a base isolation system (device) is interposed between the lower structure (foundation, column-beam frame frame, etc.) and the upper structure (column-beam frame frame, roof frame, etc.). The transmission of vibrations of the lower structure due to the earthquake to the upper structure is reduced, and the vibration of the upper structure is reduced to ensure the structural stability. In addition, this seismic isolation bearing is effective not only at the time of an earthquake but also in reducing the influence on the upper structure of traffic vibration that always acts on the structure.

  There are various types of seismic isolation bearings such as laminated rubber bearings with lead plugs, high damping laminated rubber bearings, bearings that combine laminated rubber bearings and dampers, and sliding seismic isolation bearings. In addition, there are spherical sliding bearings and flat sliding bearings, etc., which are one type of them.

  For example, a spherical sliding bearing is taken up to explain the configuration of one form. The upper and lower heels having a sliding surface having a curvature, and the upper and lower heels are in contact with each heel and have the same curvature. And a columnar sliding body having an upper surface and a lower surface, and is sometimes referred to as a vertical spherical sliding type seismic isolation bearing or a double concave seismic isolation bearing. In this type of seismic isolation bearing, the motion performance of the upper and lower kites is governed by the friction coefficient between the sliding body interposed between them and the friction force multiplied by the weight.

  By the way, in a base-isolated building having a conventional spherical sliding bearing, since the friction coefficient of the spherical sliding bearing is relatively small, an upper structure (for example, a roof frame) supported by the spherical sliding bearing when receiving a wind load. There was a problem that the displacement became large and this became a large residual displacement. That is, the spherical sliding bearing has a demerit that it exerts a high damping effect against the seismic load, but it is difficult to suppress the displacement of the supporting upper structure due to the low friction coefficient against the wind load.

  Here, in Patent Document 1, a rolling bearing body that is interposed between a building and the ground and absorbs vibration energy in the horizontal direction by relative displacement, a columnar rigid member, and a hollow elastic-plastic body are used to create a horizontal structure. A trigger mechanism for attenuating vibration energy in a direction, and the trigger mechanism has a lower bush fixed to the ground and an upper bush disposed immediately above the lower bush and fixed to the building, and is a cylindrical rigid member Is fitted into the lower bush and the upper bush, and a hollow elastic-plastic body is fitted on the outer periphery of the cylindrical rigid member located between the lower bush and the upper bush, and the hollow elastic-plastic body has a cylindrical shape only at both ends in the axial direction. A trigger mechanism for a seismic isolation device is disclosed that is fixed to a rigid member.

  Further, in Patent Document 2, a seismic isolation device is provided between the upper structure and the lower structure, and the swing of the minute amplitude of the upper structure due to a wind load of about 1 year in the reproduction period is attenuated by the seismic isolation device. For wind loads with a reproduction period of about 50 years, the horizontal rigidity of the seismic isolation layer is increased by the rigid members to suppress excessive deformation of the seismic isolation layer, and the upper structure and the lower structure become larger due to large earthquakes, etc. A seismic isolation building is disclosed in which the rigid member breaks when the relative movement occurs, the restriction of the relative movement of the upper structure and the lower structure is released, and the seismic isolation device functions to exert the seismic isolation effect .

  Further, Patent Document 3 is a wind-resistant structure provided between a foundation and a structure body supported on the foundation, and is disposed on the lower structure and the lower structure provided on the foundation. The upper structure that supports the structure main body above and the fixed position between the lower structure and the upper structure by engaging with a fixed position between the lower structure and the upper structure in a strong wind, the seismic force The seismic force exceeded a certain value in a state where the lower structure and the upper structure were rigidly constrained with the first pin that cuts off the lower structure and the upper structure by retreating from the fixed position when A base-isolated wind-resistant structure is disclosed that includes a second pin that sometimes breaks and lowers the lower structure and the upper structure and the structure body.

JP 2000-0665129 A JP 2008-156945 A JP 2004-176525 A

  According to the trigger mechanism disclosed in Patent Document 1, with a simple configuration, the structure can be prevented from rocking due to a wind load or the like, and can effectively perform a seismic isolation function when an earthquake occurs. It is said that the behavior of the zone, yield load, plastic zone, etc. can be set arbitrarily.

  Further, according to the base-isolated building disclosed in Patent Document 2, a comfortable habitability is ensured for a wind load with a reproduction period of about one year, and a seismic isolation layer for a wind load with a reproduction period of about 50 years. It is said that it can enhance the horizontal rigidity of the and can exhibit seismic isolation effect in the event of a large earthquake.

  Furthermore, according to the seismic isolation wind resistant structure disclosed in Patent Document 3, it has a function as a seismic isolation structure during an earthquake and a function as a wind resistant structure during a strong wind.

  However, both technologies have seismic isolation bearings with wind-resistant pins. For wind loads, the displacement of the seismic isolation bearings is controlled by wind-resistant pins, such as level 2 earthquakes with a reproduction period of about 500 years. In the event of a large earthquake, the wind-resistant pins are sheared and the mechanism that allows the seismic isolation bearing to function is necessary.In addition to being forced to replace the shear-resistant wind-resistant pins after a major earthquake, However, it is necessary to check whether or not the wind-resistant pins are not broken in the event of a level 1 earthquake.

  The present invention has been made in view of the above-mentioned problems, and without applying a wind-resistant pin that is sheared and destroyed during a large earthquake, while suppressing a large residual displacement of the upper structure due to a wind load, is excellent during a large earthquake. The purpose is to provide a seismic isolation building that can exhibit its seismic isolation performance and its construction method.

  In order to achieve the above object, a base-isolated building according to the present invention is a base-isolated building composed of an upper structure and a lower structure, and different types of sliding bearings are provided between the upper structure and the lower structure. The different types of sliding bearings are composed of a spherical sliding bearing and a planar sliding bearing, and the spherical sliding bearing has an upper collar having a lower sliding surface having a curvature on its lower surface, and a curvature. A lower rod provided with an upper sliding surface on its upper surface, and a columnar sliding body provided with an upper surface and a lower surface having a curvature in contact with the upper rod and the lower rod between the upper rod and the lower rod; The flat sliding support is composed of a flat upper sliding plate and a lower sliding plate, and a sliding slide fixed on one of the upper sliding plate and the lower sliding plate and sliding on the surface of the other non-fixed sliding plate. And a friction material. The friction coefficient is greater than the friction coefficient of the spherical plain bearing.

  The base-isolated building according to the present invention has a sliding bearing having different forms of a spherical sliding bearing and a planar sliding bearing interposed between an upper structure and a lower structure, and has a larger friction coefficient than the spherical sliding bearing. Large residual displacement of the superstructure due to wind load can be suppressed by the sliding bearing, and the seismic isolation action is exerted mainly by the spherical sliding bearing for the earthquake load.

  In this way, there has never been a seismically isolated building that incorporates different types of sliding bearings, spherical sliding bearings and planar sliding bearings, for one building, which is new and superior in both wind resistance and seismic isolation performance. It is a seismic isolated building.

  Here, as the seismic isolation building targeted by the present invention, the upper structure is a roof frame, and the lower structure is a column-beam frame structure or the like that supports the roof frame. In addition, bridges in which the upper structure is a bridge girder and the lower structure is a pier or an abutment are included.

  For example, in the case of a gymnasium having a rectangular shape in plan view, spherical sliding bearings and planar sliding bearings are alternately arranged on each pillar arranged at predetermined intervals on each side of the rectangular planar foundation constituting the lower structure. The roof frame which is the upper structure can be supported by each sliding bearing. In addition, in a bridge where a plurality of bridge piers are arranged at predetermined intervals in the bridge axis direction, spherical sliding bearings are arranged on all the piers constituting the lower structure, and plane sliding bearings are installed every other plane. It can arrange | position on a bridge pier and it can be set as the form which supports the bridge girder which is a superstructure with each sliding support.

  The friction coefficient of the spherical sliding bearing is in the range of 0.03 to 0.05, and the friction coefficient of the flat sliding bearing is larger than that of the spherical sliding bearing, more than 0.05 and less than 0.1, and generally in the range of 0.08 to 0.1. is there.

  When the wind load is received, the frictional force of the plain sliding bearing having a large friction coefficient acts, and the resistance to the wind load can be exerted to suppress the displacement of the upper structure.

  On the other hand, during an earthquake, a sliding body (slider) that constitutes a spherical sliding bearing moves horizontally and upward between the upper and lower eyelids, and the upper surface of the upper eyelid is lifted up by this sliding body. For this reason, the vertical load at the time of the earthquake acting on both the spherical sliding bearing and the flat sliding bearing shifts to the spherical sliding bearing. As the vertical load shifts to the spherical sliding bearing, the vertical axial force of the plain sliding bearing decreases, and when the deformation further increases, the vertical axial force of the planar sliding bearing becomes zero. As a result, a horizontal shear force is generated only on the spherical sliding bearing during a large deformation during a large earthquake.

  If a horizontal shear force acts on a plain sliding bearing with a large coefficient of friction during a large earthquake, the layer shear force increases at the plain sliding bearing with a large coefficient of friction, and this large layer shear force is input to the building. Become. On the other hand, in the base-isolated building of the present invention, since the horizontal shear force does not act on the plain sliding bearing having a large friction coefficient, it is suppressed that a large layer shear force during a large earthquake is input to the building. The seismic load received can be suppressed as much as possible.

  In addition, since the base-isolated building of the present invention does not have wind-resistant pins that are sheared and destroyed during a large earthquake, it is not necessary to replace the wind-resistant pins that have been sheared and destroyed after a large earthquake such as a level 2 earthquake. There is no need to check whether the wind-resistant pins are broken or not during a level 1 earthquake.

  Further, in a preferred embodiment of the seismic isolation building according to the present invention, an axial force adjusting device is disposed on the lower structure, and the spherical sliding bearing and / or between the axial force adjusting device and the upper structure are provided. Alternatively, the flat sliding bearing is provided.

  In a conventional base-isolated building that supports the upper structure with the same type of sliding bearing with the same friction coefficient, the total load of the upper structure × the friction coefficient is the total sliding force. This is based on the design philosophy that even if the axial force acting on the sliding bearing is different from the design value, the total sliding force will be the same as the design value if the total weight of the upper structure is the same as the design value. .

  On the other hand, when the upper structure is supported by different types of sliding bearings with different friction coefficients as in the base-isolated building of the present invention, if the axial force acting on the sliding bearing is not as designed, the total sliding force is different from the designed value. There is a problem of doing.

  Therefore, for example, an axial force adjusting device is arranged between the flat sliding bearing or the spherical sliding bearing and the lower structure, for example, between the columns, and the upper surface of the sliding bearing (the upper structure is fixed by the jack constituting the axial force adjusting device). The level of the directly supporting surface) should be adjustable up and down. With this configuration, the level of the upper surface of the plain sliding bearing and spherical sliding bearing can be adjusted to be flat, and the axial force generated in each sliding bearing can be brought close to the design value, eliminating the problem that the total sliding force deviates from the design value. can do. The term “plane sliding bearing and / or spherical sliding bearing” includes a form in which the axial force adjusting device is applied only to one of the sliding bearings, and a form in which the axial force adjusting device is applied to both sliding bearings. It is.

  Here, in the embodiment of the axial force adjusting device, the height can be adjusted up and down, the supporting base that supports the sliding bearing, the jack that moves the level of the upper surface of the supporting base up and down, and the load of the jack And a load cell to be measured.

  While measuring the jack load with a load cell on all or part of the sliding support, the height can be adjusted up and down, and the level of the upper surface of the support base that supports the sliding support is adjusted with a jack such as a hydraulic jack. By fixing the height of the support platform, it is possible to construct a base-isolated building in which the load sum of the plain sliding bearing and the load sum of the spherical sliding bearing both match or approximate the design values. That is, the present invention extends to a method of constructing a base-isolated building in such a manner that the load sum of each of the different types of sliding bearings becomes a predetermined design value by adjusting the level of all or part of the sliding bearings. It is.

  As can be understood from the above description, according to the base-isolated building of the present invention, a spherical bearing and a plain sliding bearing of different forms are interposed between the upper structure and the lower structure, thereby providing a spherical surface. A spherical sliding bearing can exhibit high seismic isolation performance against a seismic load while suppressing a large residual displacement of the superstructure due to wind loads by a plane sliding bearing having a larger coefficient of friction than a sliding bearing.

It is a disassembled perspective view of Embodiment 1 of the seismic isolation building of this invention. It is a schematic diagram of a spherical sliding bearing. It is a schematic diagram of a plane sliding support. It is a displacement-shear force relationship figure of the whole sliding bearing which combined the spherical sliding bearing and the plane sliding bearing. It is a mimetic diagram explaining that a vertical axial force shifts from a plain sliding bearing to a spherical sliding bearing at the time of a big earthquake in order of (a)-(d). It is the schematic diagram explaining Embodiment 2 and its construction method of the seismic isolation building of this invention, Comprising: (a) is the figure explaining the situation where it jacks up with an axial force adjusting device, (b) These are the figures explaining the situation which is jacked down by the axial force adjusting device. It is the schematic diagram which showed the seismic isolation building of Embodiment 2 in which the level of the spherical sliding bearing and the plane sliding bearing was adjusted.

  Hereinafter, embodiments of the seismic isolation building of the present invention will be described with reference to the drawings. In the base-isolated building shown in FIG. 1, the brace material and the like are not shown in the lower structure and the upper structure for easy understanding. Moreover, although the seismic isolation building shown in the figure is a large space building such as a gymnasium, it may be a general building or a bridge.

(Embodiment 1 of seismic isolation building)
1 is an exploded perspective view of Embodiment 1 of the seismic isolation building of the present invention, FIG. 2 is a schematic view of a spherical sliding bearing, and FIG. 3 is a schematic view of a flat sliding bearing.

  The seismic isolation building 100 shown in the drawing is a large space building such as a gymnasium, and a lower structure 10 including a foundation 1 and a plurality of pillars 2 erected on the foundation 1 in a wife direction and a row direction, respectively. A spherical sliding bearing 30 and a planar sliding bearing 40 disposed at the upper end of each column 2 and a roof frame supported by the lower structure 10 and disposed on the spherical sliding bearing 30 and the planar sliding bearing 40. And an upper structure 20.

  In the illustrated example, five pillars 2 are disposed in both the wife direction and the row direction, and a spherical sliding bearing 30 and a planar sliding bearing 40 are alternately disposed for each pillar 2.

  As shown in FIG. 2, the spherical sliding bearing 30 is provided with an upper rod 31 having a lower sliding surface made of SUS having a curvature on its lower surface and an upper sliding surface made of SUS having a curvature on its upper surface. A columnar steel (including SUS) sliding body 33 (including SUS) having an upper surface and a lower surface having curvatures in contact with the upper rod 31 and the lower rod 32 between the lower rod 32 and the upper rod 31 and the lower rod 32. Slider).

  An annular stopper 34 is disposed around the lower sliding surface on the lower surface of the upper collar 31 and around the upper sliding surface on the upper surface of the lower collar 32, and the sliding range of the sliding body 33 is increased. It is defined and the sliding off of the sliding body 33 is suppressed.

  Each of the upper rod 31, the lower rod 32 and the sliding body 33 is formed from a rolled steel material for welding steel (SM490A, B, C, or SN490B, C, or S45C), and has a load bearing strength of about 60 MPa of surface pressure. Yes. The friction coefficient of the spherical sliding bearing 30 is in the range of 0.03 to 0.05.

  Moreover, it is preferable that a double fabric layer (not shown) is bonded and fixed to the upper surface and the lower surface of the sliding body 33, respectively. This double woven fabric layer is a double woven fabric layer composed of, for example, PTFE fibers and fibers having higher tensile strength than PTFE fibers, and the PTFE fibers are on the lower sliding surface of the upper collar 31 and the upper sliding surface side of the lower collar 32. The respective double woven fabric layers are fixed to the upper and lower surfaces of the sliding body 33 in such a manner as to be disposed. Here, “fibers with higher tensile strength than PTFE fiber” include polyamides such as nylon 6, 6, nylon 6, nylon 4, 6, polyethylene terephthalate (PET), polytrimethylene terephthalate, polybutylene terephthalate, polyethylene naphthalate. Examples thereof include polyester such as phthalate, and fibers such as para-aramid, meta-aramid, polyethylene, polypropylene, glass, carbon, polyphenylene sulfide (PPS), LCP, polyimide, and PEEK. Furthermore, fibers such as heat-sealing fibers, cotton, and wool may be applied. Among them, PPS fibers having excellent chemical resistance and hydrolysis resistance and extremely high tensile strength are desirable. These double woven fabric layers are bonded and fixed to the upper and lower surfaces of the sliding body 33 through an adhesive made of an epoxy resin adhesive or the like.

  On the other hand, as shown in FIG. 3, the flat sliding support 40 includes an upper sliding plate 41 and a lower sliding plate 42 that are flat plates, and a sliding friction material 43 that is fixed to the upper sliding plate 41 and slides on the surface of the lower sliding plate 42. Composed.

  Both the upper sliding plate 41 and the lower sliding plate 42 are made of steel (SS400 or the like), the sliding friction material 43 is a resin member such as polyamide, and the surface of the lower sliding plate 42 on which the sliding friction material 43 slides is PTFE or the like. A SUS plate coated with is attached.

  The friction coefficient of the flat sliding bearing 40 is larger than that of the spherical sliding bearing 30 and is in the range of more than 0.05 and 0.1 or less, and generally in the range of 0.08 to 0.1.

  Here, with reference to the displacement-shear force relationship diagram shown in FIG. 4, the wind resistance performance and seismic isolation performance of the entire sliding bearing composed of the spherical sliding bearing and the planar sliding bearing will be described.

  In the figure, the dotted line graph is a horizontal shearing force graph acting on a plain sliding bearing, the alternate long and short dash line graph is a horizontal shearing force graph acting on a spherical sliding bearing, and the solid line graph is a combination of a spherical sliding bearing and a planar sliding bearing. It is a displacement-shearing force relationship graph. It is assumed that the number of spherical sliding bearings and planar sliding bearings is 1: 1.

  In the range of S1 in the center of the graph, the contribution of the frictional force of the plain sliding bearing is large, and each sliding bearing does not move and resists the wind load. Accordingly, the frictional force of the plain sliding bearing mainly acts on the wind load, and a large displacement (residual displacement) of the upper structure is suppressed.

  In the range of S2 outside S1, the frictional force of the plain sliding bearing is reduced, but it still exists. On the other hand, the frictional force of the spherical sliding bearing increases. Oppose.

  In the range of S3 outside S2, the contribution of the frictional force of the plain sliding bearing is completely eliminated, and a large earthquake such as a level 2 earthquake is countered only by the frictional force of the spherical sliding bearing.

  Here, in FIG. 5, regarding the vertical axial force due to the weight of the superstructure acting on the spherical sliding bearing and the planar sliding bearing, the vertical axial force from the initial state when a large earthquake is applied to the time of large deformation is shown. The fluctuations are shown in the order of FIGS.

  As shown in FIG. 5 (a), in the initial state in which the horizontal shearing force Q is applied to both the spherical sliding bearing 30 and the flat sliding bearing 40 during the earthquake, the load sharing of the upper structure is applied to both sliding bearings. The resulting vertical axial force N1 is acting.

  As shown in FIG. 5B, in the process in which the sliding body 33 of the spherical sliding bearing 30 slides due to the horizontal shearing force Q and the sliding friction material 43 of the flat sliding bearing 40 slides, the sliding body 33 is lowered on the spherical sliding bearing 30. Ascending along the upper sliding surface having the curvature of the flange 32, the load of the upper structure 20 is easily shifted to the spherical sliding bearing 30. As a result, the vertical axial force of the plain sliding bearing 40 decreases (vertical axial force N3), and the decrease is an increase in the vertical axial force of the spherical sliding bearing 30, and the vertical axial force of the spherical sliding bearing 30 increases ( Vertical axial force N2).

  As shown in FIG. 5 (c), when the deformation of both of the sliding bearings further proceeds, the sliding body 33 is further raised, so that all the load of the upper structure flows into the spherical sliding bearing 30, and the vertical axis of the planar sliding bearing 40 The force becomes zero, and the vertical axial force of the spherical sliding bearing 30 becomes maximum (vertical axial force N4).

  As shown in FIG. 5D, the sliding body 33 moves to the end of the lower rod 32 in the spherical sliding bearing 30, and the seismic isolation performance against the earthquake is maximized.

  In the state shown in FIG. 5D, since the horizontal shearing force Q at the time of the earthquake acts only on the spherical sliding bearing 30, the horizontal shearing force no longer acts on the planar sliding bearing 40 having a large friction coefficient. A large layer shear force during an earthquake is suppressed from being input to the building, and the earthquake load received by the building can be suppressed as much as possible.

  According to the seismic isolation building 100 shown in the figure, the sliding bearings of different forms of the spherical sliding bearing 30 and the planar sliding bearing 40 are interposed between the upper structure 20 and the lower structure 10. The spherical sliding bearing 30 can exhibit high seismic isolation performance against seismic loads while suppressing large residual displacement of the upper structure 20 due to wind loads by the plane sliding bearing 40 having a large friction coefficient.

(Embodiment 2 of seismic isolation building and its construction method)
FIG. 6 is a schematic diagram illustrating Embodiment 2 of the seismic isolation building of the present invention and its construction method, and FIG. 6 (a) is a diagram illustrating a situation where jacking up is performed by the axial force adjusting device. FIG. 6B is a diagram illustrating a situation where jackdown is performed by the axial force adjusting device. FIG. 7 is a schematic diagram showing the base-isolated building of the second embodiment in which the levels of the spherical sliding bearing and the planar sliding bearing are adjusted. In the illustrated example, the axial force adjusting device is disposed only on the plain sliding bearing. However, the axial force adjusting device is disposed only on the spherical sliding bearing, or the axial force adjusting device is disposed on the planar sliding bearing. The form arrange | positioned in both spherical sliding bearings may be sufficient.

  As shown in FIG. 7, the seismic isolation building 200 according to the second embodiment includes a support base 51 on the pillar 2 on which the planar sliding bearing 40 is disposed among the plurality of pillars 2 constituting the lower structure. The flat sliding bearing 40 is disposed on the support base 51, and the upper structure 20A is disposed on the spherical sliding bearing 30 and the planar sliding bearing 40 that have been adjusted in level. On the other hand, a design axial force acts.

  The construction method shown in FIG. 6A shows a case where the axial force acting on the flat sliding bearing 40 is smaller than the designed axial force, and a jack 52 such as a hydraulic jack is disposed in the support base 51 to provide a shaft. The force adjusting device 50 is configured, and the jack 52 is jacked up (Y1 direction) while the jack load is measured by the load cell 53 configuring the axial force adjusting device 50, and the level adjustment of the upper surface of the planar sliding bearing 40 is performed. It adjusts so that a predetermined design axial force may act with respect to the plane sliding bearing 40. FIG.

  The support base 51 has a structure in which the separated lower member and upper member are fixed with bolts. When jacking up, the bolt is loosened so that the upper member can slide with respect to the lower member. Tighten the bolt at the level to fix the lower and upper members.

  The illustrated upper structure 20A is composed of a steel frame 20a and a roof material 20b that are placed directly on the spherical sliding bearing 30 and the planar sliding bearing 40.

  On the other hand, the construction method shown in FIG. 6B shows a case where the axial force acting on the flat sliding bearing 40 is larger than the designed axial force. The jack 52 is disposed in the support base 51 to adjust the axial force. The apparatus 50 is configured, and while the jack load is measured by the load cell 53, the jack 52 is jacked down (Y2 direction) to adjust the level of the upper surface of the plain sliding bearing 40, and a predetermined design for the planar sliding bearing 40 is performed. Adjust so that axial force acts.

  6A and 6B, the level of the upper surface of the support base 51 that supports the sliding support can be adjusted while the jack load is measured by the load cell 53 and the height can be adjusted up and down. The seismic isolation building in which the total load of the plain sliding bearing and the total load of the spherical sliding bearing are equal to or close to the design values by fixing the height of the support base 51 that has been adjusted by the level adjustment. 200 is built.

  By adjusting the level of each sliding bearing, the problem in the case where the upper structure 20A is supported by different types of sliding bearings having different friction coefficients such as the base-isolated building 200, that is, the axial force acting on each sliding bearing is designed. The problem that the total sliding force deviates from the design value when the value is not met is solved.

  The embodiment of the present invention has been described in detail with reference to the drawings. However, the specific configuration is not limited to this embodiment, and there are design changes and the like without departing from the gist of the present invention. They are also included in the present invention.

  DESCRIPTION OF SYMBOLS 1 ... Foundation, 2 ... Pillar, 10 ... Lower structure, 20, 20A ... Upper structure, 30 ... Spherical sliding bearing, 31 ... Upper collar, 32 ... Lower collar, 33 ... Sliding body, 40 ... Plane sliding bearing, 41 ... Upper sliding plate, 42 ... Lower sliding plate, 43 ... Sliding friction material, 50 ... Axial force adjusting device, 51 ... Support base, 52 ... Jack, 53 ... Load cell, 100, 200 ... Seismic isolation building

Claims (4)

A base-isolated building composed of an upper structure and a lower structure,
Different types of sliding bearings are interposed between the upper structure and the lower structure,
The different types of sliding bearings are composed of a spherical sliding bearing and a planar sliding bearing,
The spherical sliding bearing is
An upper arm provided with a lower sliding surface having a curvature on its lower surface;
A lower arm with an upper sliding surface having a curvature on its upper surface;
A columnar sliding body having an upper surface and a lower surface having a curvature in contact with the upper collar and the lower collar between the upper collar and the lower collar,
The plane sliding bearing is
An upper sliding plate and a lower sliding plate made of a flat plate;
A sliding friction material that is fixed to either the upper sliding plate or the lower sliding plate and that slides on the surface of the other non-fixed sliding plate, and the friction coefficient of the plane sliding bearing is the A base-isolated building that is larger than the coefficient of friction.   2. An axial force adjusting device is disposed on the lower structure, and the spherical sliding bearing and / or the planar sliding bearing is disposed between the axial force adjusting device and the upper structure. The listed base-isolated building.   The axial force adjusting device includes a support base that can be adjusted in height up and down and supports the sliding bearing, a jack that moves the level of the upper surface of the support base up and down, and a load cell that measures the load on the jack. The seismic isolation building according to claim 2. A base-isolated building composed of an upper structure and a lower structure, wherein different forms of sliding bearings are interposed between the upper structure and the lower structure, and the different forms of sliding bearings are spherical sliding An axial force adjusting device disposed on the lower structure, and the spherical sliding bearing and / or the planar sliding bearing is provided between the axial force adjusting device and the upper structure. The axial force adjusting device is arranged such that a height can be adjusted up and down, a support base that supports the sliding bearing, a jack that moves the level of the upper surface of the support base up and down, and a load cell that measures the load of the jack In the construction method of the base-isolated building composed of
By adjusting the level of the upper surface of the support base with the jack while measuring the jack load with the load cell in all or part of the sliding bearing, and fixing the height of the support base where the level adjustment has been performed A base-isolated building construction method for constructing a base-isolated building in which the total load of the plain sliding bearing and the total load of the spherical sliding bearing are equal to or close to design values.

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