JP2011140970A - Base isolation construction and structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To exhibit the base isolation effect, even if large disturbance is added by a big earthquake. <P>SOLUTION: When assuming that the relative movement direction (the rocking direction) runs along the X direction, a PC steel material 104X arranged along the X direction extends in the axial direction, and exhibits restoring force by rigidity in the axial direction. While, when assuming that the relative movement direction (the rocking direction) runs along the Y direction, the PC steel material 104X arranged along the X direction is deformed in the direction orthogonal to the axial direction, and exhibits restoring force by rigidity of a chord. <P>COPYRIGHT: (C)2011,JPO&INPIT

Description

  The present invention relates to a seismic isolation structure and a structure.

  A base-isolated bearing is arranged between the structure and the ground to realize a base-isolated structure that reduces horizontal shaking transmitted to the structure during an earthquake.

  In Patent Document 1 and Patent Document 2, in the base isolation structure in which the upper structure is supported by the lower structure via the base isolation bearing, one end is fixed to the upper structure when the upper structure is displaced by a predetermined amount. In addition, a configuration (excessive deformation restriction technology) is described in which the relative displacement of the upper structure with respect to the lower structure is regulated by a string-like body or wire whose other end is fixed to the lower structure.

  In Patent Document 3, in a structure supported by a sliding support on the ground, cables are stretched so as to be orthogonal to the horizontal direction, both ends of these cables are fixed to the ground side, and the middle portion of the cable is axially positioned. A seismic isolation system has been proposed that allows large deformations in a long period by connecting to a structure so that a reaction force can be transmitted in a direction that is slidable and orthogonal to the axial direction.

JP 2002-286090 A JP 2003-227245 A JP 2006-16888 A

  As a means for obtaining a restoring force in a base-isolated structure, a built-up rubber body is often used. However, the laminated rubber body is generally considered to have a narrow elastic deformation region. In addition, if the upper structure portion and the lower structure portion are relatively moved relative to each other during a large earthquake and the laminated rubber is greatly deformed, the laminated rubber body may be broken.

  In addition, when excessive deformation is restricted to prevent breakage of the laminated rubber body during such a large earthquake, the seismic isolation effect during a large earthquake (when excessive deformation is restricted) may not be sufficiently exhibited.

  An object of the present invention is to provide a seismic isolation structure and a structure capable of exhibiting a seismic isolation effect even when a large disturbance is applied due to a large earthquake or the like.

  The invention according to claim 1 is provided between the upper structure portion and the lower structure portion, and supports the upper structure portion in the vertical direction while moving relative to the lower structure portion with a resistance force in the horizontal direction. Seismic isolation means to support the first structure, one end is fixed to the upper structure section, the other end is fixed to the first fixed section other than the upper structure section, and the upper structure section and the first fixed section One or more first wire rods having elasticity arranged in a predetermined direction and one end fixed to the upper structure part, and sandwiching the centroid position of the upper structure part in plan view The other end is fixed to a second fixing portion other than the upper structure portion arranged on the opposite side of the first fixing portion, and a portion between the upper structure portion and the second fixing portion is in a predetermined direction. And one or a plurality of second wires having elasticity arranged along.

Therefore, even if a disturbance is applied due to an earthquake or the like, the lower structure portion and the upper structure portion move relative to each other, and the seismic isolation effect is exhibited.
When the relative movement direction (swing direction) is along a predetermined direction, the first wire and the second wire exhibit a restoring force due to axial rigidity.
On the other hand, when the relative movement direction (swaying direction) is a direction crossing the predetermined direction, the first wire and the second wire exhibit a restoring force due to the rigidity of the string.

  The resistance force of the seismic isolation means is a damping force that absorbs energy and attenuates vibration. Moreover, when it becomes the amount of relative movement exceeding the limit of the elastic deformation of a 1st wire and a 2nd wire, an energy absorption effect is exhibited and a vibration is damped because a 1st wire and a 2nd wire yield. In addition, you may provide damping means, such as a damper, separately.

  The axial rigidity K of the first wire and the second wire is obtained by K = EA / L where E is the Young's modulus of the wire, A is the cross-sectional area of the wire, and L is the length L of the wire. The length L of the wire refers to the length in the axial direction in which the wire can be deformed.

  Generally, the first wire and the second wire have a lower string rigidity than an axial rigidity. Therefore, when the same external force is applied, the relative movement amount in the direction intersecting the predetermined direction is larger than the relative movement direction in the predetermined direction.

  Therefore, for example, when there is a restriction on movement with respect to a certain direction of the upper structure part, by setting the direction with movement restriction as a predetermined direction, while maintaining the seismic isolation effect in the direction intersecting with the predetermined direction, The movement of the structure portion in a predetermined direction is suppressed, and the movement restriction is satisfied.

  The axial rigidity decreases as the length L increases or decreases as the cross-sectional area A decreases. Therefore, the axial rigidity and the string rigidity of the first wire and the second wire can determine their values and magnitude relationships according to design conditions.

  Here, when the resistance force of the seismic isolation means is set to be small, the first wire and the second wire are restored even if the rigidity is small. If the rigidity of the first wire and the second wire, particularly the axial rigidity, is set to be small, the upper structure portion and the lower structure portion are relatively moved relative to each other, so that the seismic isolation effect is increased.

  The first wire and the second wire can have a larger elastic deformation region than a conventional restoring material such as laminated rubber. Therefore, even if a large disturbance is applied due to a large earthquake or the like, and the upper structure portion and the lower structure portion move greatly relative to each other, the restoring force is exhibited.

  Furthermore, as described above, when the relative movement amount exceeds the elastic deformation limit of the first wire and the second wire, the first wire and the second wire yield, thereby exhibiting an energy absorption effect. Therefore, the seismic isolation effect is exhibited even in a large earthquake.

  On the other hand, if the resistance force of the seismic isolation means is set large, a large restoring force is required to restore the relative movement between the upper structure portion and the lower structure portion. However, by setting the rigidity of the first wire and the second wire large (for example, increasing the cross-sectional area A of the first wire and the second wire and shortening the length L), a large restoring force can be obtained. .

  If the resistance of the seismic isolation means is set to be large, the upper structure and the lower structure will not move relative to each other (not exhibiting the seismic isolation effect) unless a large earthquake is applied (unless large acceleration is applied).

  However, using this fact, the seismic isolation structure can be used as a fail-safe function for large earthquakes. That is, in the case of vibration (acceleration) smaller than the threshold value, the upper structure portion and the lower structure portion are not moved relative to each other, and the external force is resisted as a method other than seismic isolation, that is, as an earthquake resistant structure or a damping structure. In the case of vibration (acceleration) equal to or greater than the threshold value, the upper structure portion and the lower structure portion are moved relative to each other, and the upper limit value of the external force transmitted to the upper structure portion is defined. In other words, assuming that the upper structure part is a rigid body, the structure is such that vibration above a threshold is not transmitted to the upper structure part.

  In addition, when the return of the upper structure after the earthquake is not taken into consideration, the first wire and the second wire yield at an early stage (for example, the length L of the first wire and the second wire is shortened to cause distortion). The energy absorption effect may be exhibited at an early stage by adopting a concentrated configuration.

  Thus, by adopting this structure, the seismic isolation effect is exhibited even if a large disturbance is applied due to a large earthquake or the like.

  According to a second aspect of the present invention, the first wire and the second wire are inserted through a through hole formed in the upper structure portion, and one end is fixed to a side wall portion of the upper structure portion.

  Therefore, the axial length L of the first wire and the second wire can be set longer than when the first wire and the second wire are not inserted through the through hole formed in the upper structure portion. Thereby, the axial rigidity of the first wire and the second wire can be set small without reducing the cross-sectional area A of the first wire and the second wire. That is, the rigidity can be set small while ensuring a range in which elastic deformation is possible. Therefore, a great seismic isolation effect can be obtained.

  According to a third aspect of the present invention, the through-hole is formed along the predetermined direction and formed in parallel in a direction orthogonal to the predetermined direction, and the first wire and the second wire are formed on the side wall portion. And is inserted through the plurality of through holes.

  Therefore, the length L in the axial direction of the first wire and the second wire can be set longer.

  According to a fourth aspect of the present invention, in plan view, one end to the other end of the first wire and the second wire are arranged along the predetermined direction, and alternately in parallel in a direction orthogonal to the predetermined direction. Has been placed.

  Accordingly, since a plurality of first wire rods and second wire rods are arranged in a predetermined direction, a restoring force acting on the upper structure portion is ensured.

  Moreover, since the 1st wire and the 2nd wire are alternately arrange | positioned in parallel, a restoring force acts equally.

  According to a fifth aspect of the present invention, the first wire and the second wire are made of a tension material, and a tension force is applied to the tension material.

  Therefore, when the upper structure portion and the lower structure portion move relative to each other in a direction in which the tension members (first wire and second wire) contract along the axial direction (predetermined direction), tension is maintained within a range in which tension is maintained. Since the material shrinks and deforms in the axial direction, the tension material does not bend. Further, when the tendon is in the form of a rod, buckling of the tendon is prevented.

  In addition, when one end of the tension member is fixed to the side wall portion on one end side of the upper structure portion, and the tension force is applied in the direction of compressing the upper structure portion by the tension member, the upper structure portion is cracked by tensile stress. Prevented or suppressed

  In addition, it is not limited to the structure which gave tension | tensile_strength by using all the wire rods as a tension material. That is, the structure which provided tension | tensile_strength by using only some wire rods as tension materials among several wire rods may be sufficient.

  According to a sixth aspect of the present invention, the tendon is configured by combining strands having different strengths.

  Therefore, the strands with low strength yield early and exhibit energy absorption (damping). On the other hand, a high-strength wire exhibits a restoring force by elastically deforming without yielding. That is, a single wire exhibits different effects.

  Here, in order for the tendon to sufficiently exhibit the energy absorbing action, it is desirable that the strand having a small strength yields not only on the tension side but also on the compression side, and repeatedly bears the axial force without buckling. And since it arrange | positions in the center part of a strand with small intensity | strength, and arrange | positions so that a strand with large intensity | strength may surround the circumference | surroundings, since buckling of a wire is prevented or suppressed, energy absorption performance improves.

  In addition, it is not limited to the structure which made all the wire materials the tension material (mixed strand) with which the strand from which intensity | strength differs was combined. That is, the structure which made the tension | tensile_strength with which the strand from which intensity | strength differs among some wire rods was combined may be sufficient.

  The present invention is not limited to a configuration in which large and small strength wires are combined. A configuration in which three or more strands having different strengths are combined may be used.

  According to a seventh aspect of the present invention, the first fixing portion and the second fixing portion are wall-shaped, and the first wire and the second wire have a wall surface of the first fixing portion and the first wire in a plan view. It arrange | positions diagonally with respect to the wall surface of two fixed parts.

  Therefore, the tensile load input from the first wire and the second wire can be received by the axial force in the in-plane direction of the first fixed portion and the second fixed portion.

  Therefore, compared with the configuration in which the first wire and the second wire are arranged orthogonal to the wall surface, that is, the configuration in which the tensile load input from the first wire and the second wire is received in the out-of-plane direction, The strength of the first fixed portion and the second fixed portion necessary for receiving the tensile load input from the second wire is easily ensured.

  The invention of claim 8 is characterized in that the seismic isolation means includes a lower sliding member provided at an upper portion of the lower structure portion and an upper sliding member provided at a lower portion of the upper structure portion and supported by the lower sliding member. And having.

  Therefore, when a horizontal force exceeding the coefficient of friction acting on the contact surface between the upper sliding member and the lower sliding member acts during an earthquake, the upper sliding member (upper structure portion) moves on the lower sliding member (lower structure portion). Demonstrates sliding seismic isolation effect. Further, the frictional force acting on the contact surface between the upper sliding member and the lower sliding member is the horizontal resistance force.

  In addition, if the friction coefficient which acts on the contact surface of an upper side sliding member and a lower side sliding member is set small, a friction force (resistance force) will become small and a seismic isolation effect will become large.

  When the coefficient of friction acting on the contact surface between the upper sliding member and the lower sliding member is set large, the frictional force (resistance force) increases and a fail-safe function is obtained. In addition, when the friction coefficient is set to a large value, the management of the friction coefficient may be simple, so that the cost may generally be lower than when the friction coefficient is set to a small value.

  In the invention according to claim 9, in the front view, the first wire and the second wire are fixed at the lower end in the vertical direction at the other end rather than the one end.

  Therefore, compared to a configuration in which the other end is fixed at the same vertical position or above the one end, the uplift of the upper structure portion in the vertical direction at the time of an earthquake is prevented or suppressed. That is, the first wire and the second wire have two functions: a function of exerting a restoring force and a function of preventing the upper structure portion from being lifted.

  Further, in the case where the frictional force of the contact surface between the upper sliding member and the lower sliding member is a horizontal resistance force, the upper structure portion is prevented from being lifted during an earthquake, so that the frictional force is ensured.

  Furthermore, it is possible to increase the frictional force by setting the first wire and the second wire so as to press the upper structure portion against the lower structure portion. Further, the frictional force can be adjusted by adjusting the pressing force.

  The invention of claim 10 is a structure to which the seismic isolation structure according to any one of claims 1 to 10 is applied.

  Therefore, even if a large disturbance is applied due to a large earthquake or the like, a structure that exhibits the seismic isolation effect is constructed.

  The invention according to claim 11 is characterized in that the upper structure portion includes a base portion to which one end of the first wire rod and one end of the second wire rod are fixed, and the predetermined direction transmitted from the lower structure portion to the base portion. And a base isolation structure part supported by the base part through a base isolation mechanism that exhibits a base isolation effect against vibrations of the base.

  Here, the first wire and the second wire have a smaller string rigidity than the axial rigidity. Therefore, the predetermined direction has a smaller seismic isolation effect than the direction intersecting the predetermined direction. For this reason, the vibration in the predetermined direction is transmitted to the upper structure portion more than the vibration that intersects the predetermined direction.

  However, the upper structure portion is composed of a base isolation structure portion and a base portion, and the base isolation structure portion is supported by the base portion via a base isolation mechanism that exhibits a base isolation effect against vibrations in a predetermined direction. Therefore, the transmission of the vibration in the predetermined direction transmitted from the lower structure portion to the base portion is suppressed to the seismic isolation structure portion.

  Therefore, the seismic performance in both the predetermined direction and the direction intersecting the predetermined direction is ensured to be equal or substantially equal to the seismic isolation structure of the upper structure.

  According to a twelfth aspect of the present invention, the upper structure portion includes a vibration damping device that exhibits a vibration damping effect with respect to the vibration in the predetermined direction transmitted from the lower structure portion.

  Here, the first wire and the second wire have a smaller string rigidity than the axial rigidity. Therefore, the predetermined direction has a smaller seismic isolation effect than the direction intersecting the predetermined direction. Therefore, the vibration in the predetermined direction is transmitted to the upper structure portion more than the vibration that intersects the predetermined direction.

  However, the vibration damping device provided in the upper structure portion exhibits a vibration damping effect against vibrations in a predetermined direction transmitted from the lower structure portion to the upper structure portion.

  Therefore, the seismic performance in both the predetermined direction and the direction intersecting the predetermined direction can be ensured to be equal or substantially equal to the upper structure portion.

  In the invention according to claim 13, the upper structure portion is set such that the horizontal proof stress in the predetermined direction is larger than the horizontal proof stress in other directions.

  Here, the first wire and the second wire have a smaller string rigidity than the axial rigidity. Therefore, the predetermined direction has a smaller seismic isolation effect than the direction intersecting the predetermined direction. Therefore, the vibration in the predetermined direction is transmitted to the upper structure portion more than the vibration that intersects the predetermined direction.

  However, since the horizontal strength in the predetermined direction is set larger than the horizontal strength in the other direction, the upper structure portion has the same or substantially the same seismic performance in both the predetermined direction and the direction intersecting the predetermined direction. Secured.

  In addition, since the seismic isolation effect is large in the direction crossing the predetermined direction, the horizontal proof stress required in the direction crossing the predetermined direction in the upper structure portion can be set low. Therefore, the opening part of the wall surface along the direction which cross | intersects a predetermined direction can be enlarged, and openness is ensured.

  According to the first aspect of the present invention, when the relative movement direction (swing direction) is along the predetermined direction, the first wire and the second wire exhibit the restoring force due to the rigidity in the axial direction, and the predetermined direction and In the case of the intersecting direction, the first wire and the second wire exhibit a restoring force due to the rigidity of the strings, so that a seismic isolation effect can be exhibited even if a large disturbance is applied due to an earthquake or the like.

  According to invention of Claim 2, compared with the structure by which a 1st wire and a 2nd wire are not penetrated by the through-hole formed in the upper structure part, the length L of the axial direction of a 1st wire and a 2nd wire Can be set long, so that the rigidity can be set small while securing the elastically deformable range.

  According to invention of Claim 3, the length L of the axial direction of a 1st wire and a 2nd wire can be set longer.

  According to the invention described in claim 4, since a plurality of the first wire rods and the second wire rods are arranged in the predetermined direction, it is possible to secure the restoring force acting on the upper structure portion.

  According to invention of Claim 5, compared with the case where tension | tensile_strength is not provided to a 1st wire and a 2nd wire, the relative moving amount of an upper structure part and a lower structure part can be made small.

  In addition, the tension force here may be a tension force enough to loosen the tension materials (first wire and second wire), and more positively improve the restoring force of the string of the tension material described later. Tension may be sufficient.

  According to the invention described in claim 6, the strand having a small strength yields at an early stage and exhibits an energy absorption action (attenuation action), and the strand having a large strength is elastically deformed without yielding, Demonstrate resilience.

  According to the invention described in claim 7, the configuration in which the first wire and the second wire are arranged orthogonally or substantially orthogonally to the wall surface, that is, the tensile load input from the first wire and the second wire is out of plane. Compared with the structure which receives in a direction, the intensity | strength of the 1st fixing | fixed part and 2nd fixing | fixed part required in order to receive the tensile load input from a 1st wire and a 2nd wire can be ensured easily.

  According to the eighth aspect of the present invention, when a horizontal force that exceeds the friction coefficient acting on the contact surface between the upper sliding member and the lower sliding member acts during an earthquake, the upper sliding member (upper structure portion) slides downward. Slip on the member (on the lower structure) and exert seismic isolation effect.

  According to the ninth aspect of the invention, compared to a configuration in which the other end is fixed at the same vertical position or at the upper side than the one end, the upper structure portion is prevented from being lifted upward in the vertical direction during an earthquake or Can be suppressed.

  According to the tenth aspect of the present invention, it is possible to construct a structure that exhibits a seismic isolation effect even when a large disturbance is applied due to a large earthquake or the like.

  According to the eleventh aspect of the present invention, the seismic performance in both the predetermined direction and the direction intersecting the predetermined direction can be ensured to be equivalent or substantially equivalent to the seismic isolation structure of the upper structure.

  According to the twelfth aspect of the present invention, the seismic performance in both the predetermined direction and the direction intersecting the predetermined direction can be ensured to be equal or substantially equal to the upper structure portion.

  According to the thirteenth aspect of the present invention, the seismic performance in both the predetermined direction and the direction intersecting the predetermined direction can be ensured to be equal or substantially equal to the upper structure portion.

It is a front view including the partial cross section which shows typically the structure to which the seismic isolation structure which concerns on 1st embodiment of this invention was applied. It is a section perspective view showing typically the principal part of the seismic isolation structure concerning a first embodiment of the present invention. It is a top view including the partial cross section which shows typically the principal part of the seismic isolation structure which concerns on 1st embodiment of this invention. (A) is the longitudinal cross-sectional view along the X direction of the site | part by which one PC steel material was penetrated in the principal part of the seismic isolation structure which concerns on 1st embodiment of this invention, (B) is arrange | positioned in the reverse direction. It is a longitudinal cross-sectional view along the X direction of the site | part through which the other PC steel material was penetrated. It is a front view including the partial cross section which shows a sliding seismic isolation apparatus typically. It is a cross-sectional perspective view which shows PC steel materials. It is process drawing which shows process (A)-(B) which provides tension | tensile_strength to PC steel materials. It is process drawing which shows process (C)-(D) which provides tension | tensile_strength to PC steel materials. It is explanatory drawing for demonstrating expansion | extension of PC steel materials when an upper structure part moves to an X direction with respect to a seismic isolation pit like (B) by the disturbance. It is explanatory drawing for demonstrating expansion | extension of PC steel materials when an upper structure part moves to a Y direction with respect to a seismic isolation pit like (C) from the state of (A) of FIG. 8-1 by disturbance. . (A) is a front view including a partial cross section schematically showing a structure to which a first modification of the seismic isolation structure according to the first embodiment of the present invention is applied, and (B) is a foundation and a fixing part. FIG. (A) is a front view including a partial cross section schematically showing a structure to which a second modification of the seismic isolation structure according to the first embodiment of the present invention is applied, and (B) is a diagram of (A). It is an enlarged view of the B section. It is a front view including the partial cross section which shows typically the structure to which the 3rd modification of the seismic isolation structure which concerns on 1st embodiment of this invention was applied. It is a front view including the partial cross section which shows typically the structure to which the 4th modification of the seismic isolation structure which concerns on 1st embodiment of this invention was applied. It is a front view including the partial cross section which shows typically the structure to which the 5th modification of the seismic isolation structure which concerns on 1st embodiment of this invention was applied. It is a front view including the partial cross section which shows typically the structure to which the 6th modification of the seismic isolation structure which concerns on 1st embodiment of this invention was applied. It is a front view including the partial cross section which shows typically the structure to which the 7th modification of the seismic isolation structure which concerns on 1st embodiment of this invention was applied. It is a front view including the partial cross section which shows typically the structure to which the 8th modification of the seismic isolation structure which concerns on 1st embodiment of this invention was applied. It is a front view including the partial cross section which shows typically the structure to which the 9th modification of the seismic isolation structure which concerns on 1st embodiment of this invention was applied. It is a front view including the partial cross section which shows typically the structure to which the 10th modification of the seismic isolation structure which concerns on 1st embodiment of this invention was applied. It is a front view including the partial cross section corresponding to FIG. 1 which shows the other example of a sliding seismic isolation apparatus. It is a perspective view which shows a rolling seismic isolation apparatus. It is a top view including the partial cross section which shows typically the principal part of the 11th modification of the seismic isolation structure which concerns on 1st embodiment of this invention. (A) is a top view including the partial cross section which shows typically the principal part of the 12th modification of the seismic isolation structure which concerns on 1st embodiment of this invention, (B) is length L of PC steel materials It is explanatory drawing for demonstrating. It is the schematic diagram which expanded the opening part of the through-hole in the base part of the 12th modification of FIG. (A) is a top view which shows the rotating roller apparatus provided in the opening part of the through-hole in the base part of a 12th modification, (B) is sectional drawing along the BB line of (A). (A) It is a top view which shows typically the principal part of the 13th modification of the seismic isolation structure which concerns on 1st embodiment of this invention, (B) is a figure which shows typically the side wall part vicinity of a base part. It is. It is explanatory drawing for demonstrating the clearance in case a site | part is adjacent to the X direction both sides of the structure to which the seismic isolation structure which concerns on 1st embodiment of this invention was applied. It is a front view which shows typically the principal part of the 14th modification of the seismic isolation structure which concerns on 1st embodiment of this invention. It is a front view including the partial cross section which shows typically the floor seismic isolation to which the seismic isolation structure which concerns on 6th embodiment of this invention was applied. It is a front view including the partial cross section which shows typically the floor seismic isolation to which the modification of the seismic isolation structure which concerns on 6th embodiment of this invention was applied. (A) is a front view including the partial cross section which shows typically the base isolation table to which the base isolation structure which concerns on 7th embodiment of this invention was applied, (B) is a perspective view. It is explanatory drawing explaining "the rigidity of a string". It is a top view including the partial cross section which shows typically the other example of the seismic isolation structure which concerns on 1st embodiment of this invention. (A) is explanatory drawing explaining the example which adjusts the space | interval of PC steel materials and adjusts a rigid center position, (B) adjusts the cross-sectional area (thickness) of PC steel materials, and adjusts a rigid center position. It is explanatory drawing explaining an example. It is a front view including the partial cross section which shows typically the structure to which the seismic isolation structure which concerns on 2nd embodiment of this invention was applied. It is a perspective view which shows typically the rolling seismic isolation bearing of FIG. It is a front view including the partial cross section which shows typically the structure to which the seismic isolation structure which concerns on 3rd embodiment of this invention was applied. The structure to which the seismic isolation structure which concerns on 4th embodiment of this invention is shown typically, (A) is the front view seen in the Y direction, (B) is a top view of a base part, (C) is a side view seen in the X direction. The structure to which the seismic isolation structure which concerns on 5th embodiment of this invention is shown typically, (A) is the front view seen in the Y direction, (B) is a top view of a base part, (C) is a side view seen in the X direction. It is a top view which shows typically the base part which comprises the structure to which the seismic isolation structure which concerns on 8th embodiment as a reference example was applied.

<First embodiment>
A structure to which the seismic isolation structure according to the first embodiment of the present invention is applied will be described with reference to FIGS. The left and right direction in FIG. 1 is the X direction, the vertical direction is the Z direction, and the left and right direction orthogonal to the X direction and the Z direction is the Y direction. Further, a case of viewing in the Y direction is a front view, a case of viewing in the X direction is a side view, and a case of viewing in the Z direction is a plan view.

  As shown in FIG. 1 and FIG. 2, the structure 10 to which the seismic isolation structure 100 of the first embodiment is applied includes an upper structure portion 20 and a seismic isolation pit 50 as a lower structure portion. The upper structure part 20 is composed of a board-like foundation part 30 and a building part 22 constructed on the foundation part 30. In addition, in each figure, the base part 30 is typically illustrated, such as being thicker than actual.

The seismic isolation pit 50 is provided in a recess formed by excavating the ground 12. The seismic isolation pit 50 includes a bottom plate 60 and retaining walls 72, 74, 76, and 78.
As shown in FIGS. 1 to 3, the bottom plate 60 is provided at the bottom, and retaining walls 72, 74, 76, and 78 are provided so as to surround the side surface of the bottom plate 60. The retaining walls 72, 74, 76, 78 and the bottom plate 60 are structurally integrated. In the present embodiment, the bottom board 60 has a substantially rectangular shape in plan view (substantially square in the present embodiment).

  As shown in FIG. 1, the bottom plate 60 is supported by a pile 14 driven into the ground 12. A plurality of sliding seismic isolation devices 80 (see also FIG. 5) are provided on the bottom board 60. Each sliding seismic isolation device 80 is provided directly above the pile 14. The upper structure 20 is provided on the sliding seismic isolation device 80.

  As shown in FIG. 5, the sliding seismic isolation device 80 includes a sliding material 81 configured integrally with the base portion 30 of the upper structure portion 20, and a support material 86 configured integrally with the bottom plate 60 of the seismic isolation pit 50. , Is composed of. The sliding material 81 is provided on the convex part 31 of the lower convex formed on the lower surface of the base part 30 of the upper structure part 20. The support member 86 is provided on the upper convex base isolation part 61 formed on the upper surface of the bottom panel 60 of the base isolation pit 50.

  In the present embodiment, the sliding material 81 includes four layers of a fluorine resin layer 82, a steel plate 83, a natural rubber sheet 84, and a steel plate 85 in order from the surface in contact with the support material 86. The support member 86 is composed of three layers of a resin coating layer 87, a stainless steel 88, and a steel plate 89 in order from the surface in contact with the sliding material 81.

  Thus, the contact surface between the sliding material 81 and the support material 86 is the fluororesin layer 82 and the resin coating layer 87. Therefore, the friction coefficient of the contact surface is extremely low, and μ = about 0.02 to 0.04 is realized (a 100 kg object can be pushed with a force of 2 to 4 kg). When a disturbance is applied to the structure 10 due to an earthquake or the like and a horizontal force exceeding the friction coefficient is applied, the sliding member 81 slides on the support member 86. That is, the upper structure part 20 and the seismic isolation pit 50 move relative to each other in the horizontal direction, and exhibit an isolation effect.

  The sliding seismic isolation device 80 described here is an example, and may be a seismic isolation device having another configuration.

As shown in FIG. 2 and FIG. 3, in the present embodiment, the base portion 30 of the upper structure portion 20 has a disk shape having a rectangular shape in plan view.
As shown in FIG. 3, in the base portion 30, the surface facing the retaining wall 72 is the sidewall portion 32, the surface facing the retaining wall 74 is the sidewall portion 34, and the surface facing the retaining wall 76 is the sidewall portion 36, A surface facing the retaining wall 78 is defined as a side wall portion 38.

  As shown in FIG. 3, the retaining wall 72 as the first fixing portion and the retaining wall 76 as the second fixing portion are opposite to each other across the centroid position G of the upper structure portion 20 in plan view. Has been placed.

  As shown in FIG. 4, a plurality of through holes 102 are formed in the base portion 30 along the X direction. Moreover, the through-hole 102 is formed substantially horizontal in front view (refer FIG. 2).

  In the following description, the members arranged along the X direction are denoted by X after the reference numerals, and the members disposed along the Y direction are denoted by Y after the reference numerals. Note that XY is omitted when it is not necessary to distinguish XY. The meanings of A and B, F and R after the code XY will be described later.

  An unbonded PC steel material 104 (details will be described later) is inserted into each through hole 102. That is, as shown in FIG. 3, the PC steel material 104X is arranged along the X direction in plan view. In addition, since it will become complicated and hard to see if the through-hole 102 is shown in figure, illustration of the through-hole 102 is abbreviate | omitted in drawings other than FIG. 2, and only PC steel material 104 is shown in figure.

  As shown in FIGS. 1 to 4, one end 104 </ b> A of the PC steel material 104 is fixed to the side wall portions 32 and 36 of the base portion 30 by the fixing tool 99, and the other end 104 </ b> B is the retaining walls 72 and 76 of the seismic isolation pit 50. It is fixed by a fixing tool 99 (see FIGS. 2, 3, and 4). The PC steel material 104 is arranged along a direction substantially orthogonal to the wall surfaces 72A and 76A of the retaining walls 72 and 76 to which the other end 104B is fixed.

  The fixing position of the other end 104 </ b> B of the PC steel material 104 is on the axis of the through hole 102. Therefore, one end 104A and the other end 104B of the PC steel material 104 are straight (substantially horizontal in this embodiment).

  Here, as shown in FIGS. 2 and 3, the PC steel materials 104X are arranged along the X direction and arranged in the Y direction orthogonal to the X direction in plan view. And as shown in FIGS. 2-4, the some PC steel material 104X arrange | positioned in parallel is arrange | positioned by the reverse direction by turns. That is, one end 104XA is fixed to the side wall portion 36 and the other end 104XB is fixed to the retaining wall 72 as a PC steel material 104XF, and one end 104XA is fixed to the side wall portion 32 and the other end 104XB is fixed to the retaining wall 76. The PC steel materials 104XR as the second wire rod thus arranged are alternately arranged.

  In other words, one end 104XA of the PC steel material 104XF as the first wire rod is fixed to the side wall portion 36, and the other end 104XB is fixed to the retaining wall 72 as the first fixing portion. On the other hand, the PC steel material 104XR as the second wire rod has one end 104XA fixed to the side wall portion 32 and the other end 104XB arranged on the opposite side across the centroid position G (see FIG. 3) of the upper structure portion 20 in plan view. It is being fixed to the retaining wall 76 as the 2nd fixing | fixed part.

  As shown in FIG. 6, the PC steel material 104 of the present embodiment is a linear material formed by bundling a plurality of strands (PC steel strands), and is configured by combining strands having different strengths. “Mixed strands”. Moreover, in this embodiment, the strand 107 with small intensity | strength is arrange | positioned in the center part, and the strand 103 with large intensity | strength is arrange | positioned so that the circumference | surroundings may be enclosed. The outer periphery is covered with a sheath 106 made of polyethylene or the like.

  In addition, a tension force is applied to each PC steel material 104, and a prestress (compression force) is applied to the base portion 30 in the X direction.

  Next, a method for applying tension to each PC steel material 104 will be described with reference to FIG. The method of applying tension to each PC steel 104 described here is merely an example, and tension may be applied to each PC steel 104 by other methods.

  First, as shown in FIG. 7-1 (A), the PC steel material 104X arranged along the X direction is passed through the through hole 102 (see FIG. 4), and one end 104XA of the PC steel material 104X is passed through the side wall portions 32 and 36. At the same time, the other end 104XB of the PC steel material 104X is fixed to the retaining walls 72 and 76. At this time, the base portion 30 is located closer to the retaining wall 76 than the design position (origin position) in the X direction.

As shown in FIG. 7-1 (B), the base portion 30 (upper structure portion 20) is shifted by the jack 90 in the X1 direction (retaining wall 72 side) (see arrow X1). At this time, the base portion 30 is located closer to the retaining wall 72 than the design position (origin position) in the X direction.
When the foundation 30 is displaced, tension is applied to the PC steel material 104XR. On the other hand, the PC steel material 104XF is slack.

  As shown in FIG. 7-2 (C), one end of the PC steel material 104XF is pulled, loosened, and fixed to the side wall portion 36 again.

  As shown in FIG. 7-2 (D), by removing the jack 90 and moving the base portion 30 in the X2 direction, the tension of the PC steel material 104XR is reduced, and a tension force is applied to the PC steel material 104XF. In addition, the movement amount of the base part 30 at this time moves to a position where the tension of the PC steel material 104R and the PC steel material 104XF are suspended.

  It should be noted that the first position of the base portion 30 (the position in FIG. 7-1 (A)) or X1 so that the base portion 30 moves to the design position in the X direction (the origin position in the X direction) after removing the jack. The amount of direction movement is set.

  In this manner, a tension force is applied to the PC steel material 104X arranged along the X direction, and as a result, a prestress (compressive force) is applied to the base portion 30 in the X direction.

Next, functions and effects of the present embodiment will be described.
When a disturbance is applied due to an earthquake or the like and a horizontal force exceeding the friction coefficient of the contact surface between the sliding material 81 and the support material 86 of the sliding seismic isolation device 80 is applied, the seismic isolation pit 50 and the upper structure portion 20 (base portion 30) Will move in the horizontal direction, and the seismic isolation effect will be demonstrated.

  As shown in FIGS. 8-1 (A) and 8-1 (B), when the relative movement direction (swing direction) is along the X direction as indicated by the arrow SX, the X direction is along. The PC steel material 104X arranged in this manner extends in the axial direction and exhibits a restoring force due to the rigidity in the axial direction.

  As shown in FIGS. 8-1 (A) and 8-2 (C), when the relative movement direction (swaying direction) is along the Y direction as shown by the arrow SY, it is along the X direction. The PC steel material 104X arranged in this manner is deformed in a direction perpendicular to the axial direction and exhibits a restoring force due to the rigidity of the string.

Here, the above-mentioned “string rigidity” will be described.
When the relative movement direction (swing direction) moves along the direction crossing the X direction, the components perpendicular to the axial direction of the left and right PC steel members 104XF and 104XR in FIG. The resilience is demonstrated as the “rigidity”. That is, the string's rigidity multiplied by the displacement orthogonal to the axial direction is the restoring force of the string.
In addition, when moving along the direction crossing the X direction, the restoring force due to the axial rigidity of the PC steel material 104XF and the PC steel material 104XR is canceled by the PC steel material 104XF and the PC steel material 104XR arranged in opposite directions. Because it meets, it does not demonstrate resilience.

And as shown in FIG. 31, when it moves to a Y direction and the angle made with the X direction of PC steel material 104X becomes (alpha), as shown by arrow FF and FR, the rigidity of a string is EA / L * sin alpha. (In the PC steel material 104, E represents the Young's modulus, A represents the cross-sectional area, and L represents the length).
Note that, as indicated by arrows FR and FF, the left and right PC steel members 104XR and PC steel members 104XF in the drawing generate a string restoring force in the same direction.

  Thereby, in the base part 30, the restoring force along the Y direction is generated in the direction opposite to the moving direction by the PC steel material 104XF and the PC steel material 104XR. This is called “string restoring force”.

In addition, when tension is applied to the PC steel material 104 in advance,
(EA / L · sin α) × (displacement orthogonal to the axial direction): In addition to the restoring force by stretching,
Restoring force of tension force x sinα: Restoring force by tension force (pre-tension) is added.
Therefore, the restoring force of the string of the PC steel material 104 is increased by applying tension.

  In addition, by adjusting the tension applied to the PC steel material 104, it is possible to adjust the relative movement amount when a predetermined amount of disturbance is applied.

  The length L of the PC steel wire 104 refers to the length in the axial direction in which the PC steel wire 104 can be deformed. In the case of this embodiment, as shown in FIG. 3, the length is from one end 104 </ b> A of the PC steel wire 104 to the retaining walls 72 and 76.

  Further, the rigidity in the axial direction (X direction) of the PC steel wire 104 decreases as the length L increases, or decreases as the cross-sectional area A decreases. Therefore, the value and the magnitude relation of the axial rigidity and the string rigidity of the PC steel wire 104 can be determined according to design conditions.

  Here, in general, the PC steel material 104 has a lower string rigidity than an axial rigidity. Therefore, when the same external force is applied, the relative movement amount in the direction intersecting the X direction is larger than the relative movement direction in the X direction.

  Therefore, for example, when the upper structure 20 is restricted in movement with respect to the X direction, the PC steel wire 104 is arranged along the X direction where there is movement restriction. While maintaining the seismic isolation effect, the movement of the upper structure 20 in the X direction is suppressed, and the movement restriction is satisfied.

  For example, as shown in FIG. 26, when there is a site M and a site N adjacent to both sides of the structure 10 in the X direction, the clearance KY in the Y direction of the seismic isolation pit 50 can be secured (set). The direction clearance KX may not be secured (set) sufficiently large. That is, it may be difficult to achieve both the securing of the width of the upper structure 20 in the X direction and the securing of the clearance KX in the X direction.

  In such a case, as in the present embodiment (see FIGS. 1 to 3), the PC steel material 104 is arranged along the X direction, and the relative movement amount in the X direction is reduced, so that the required X direction is obtained. Clearance KX becomes smaller. That is, the required X-direction clearance KX is ensured.

  Further, the frictional force (resistance force) acting on the contact surface between the sliding member 81 and the support member 86 of the sliding seismic isolation device 80 becomes a damping force that absorbs energy and attenuates vibration. Furthermore, when the relative movement amount exceeds the elastic deformation limit of the PC steel material 104, the PC steel material 104 yields an energy absorption effect and attenuates vibration. In addition, you may provide damping means, such as a damper, separately.

  For example, as shown in FIG. 32, between the side wall 32 and the retaining wall 72, between the side wall 34 and the retaining wall 74, between the side wall 36 and the retaining wall 76, and between the side wall 38 and the retaining wall 78, An oil damper 57 may be disposed between the two.

  Moreover, as shown in FIG. 6, the PC steel material 104 of this embodiment is configured by combining a wire 103 and a wire 107 having different strengths. Accordingly, the strand 107 having a small strength yields early and exhibits an energy absorbing action (attenuating action). On the other hand, the strand 103 with high strength exhibits a restoring force by elastically deforming without yielding. That is, one PC steel material 104 exhibits different effects.

  In addition, in order for the strand 107 with small strength constituting the PC steel material 104 to sufficiently exhibit the energy absorbing action, not only the tension side (PC steel material 104XR in FIG. 8B) but also the compression side (FIG. 8 ( In B), it is desirable that the PC steel material 104XF) yields and repeatedly bears the axial force without buckling. Therefore, as in the present embodiment, the strand 107 having a low strength is arranged at the center, and the strand 103 having a high strength is arranged so as to surround the periphery, thereby preventing or suppressing the buckling of the strand 107. Therefore, energy absorption performance is improved.

  In addition, it is not limited to the structure which makes all the PC steel materials 104 into the mixed strand with which the strand from which intensity | strength from which strength differs as shown in FIG. 6 was combined. That is, a configuration may be adopted in which only some of the PC steel materials 104 among the plurality of PC steel materials 104 are mixed strands in which strands having different strengths are combined.

  Moreover, it is not limited to the structure which combined the strands 103 and 104 of two large and small intensity | strength like this embodiment. A configuration in which three or more strands having different strengths are combined may be used.

  The axial stiffness K of the PC steel material 104 is obtained by K = EA / L where E is the Young's modulus of the PC steel material 104, A is the cross-sectional area, and L is the length. The length L of the PC steel material 104 refers to the length in the axial direction in which the PC steel material 104 can be deformed.

  In the present embodiment, the PC steel material 104 is inserted into the through hole 102 formed in the base portion 30 of the upper structure portion 20, and one end 104 </ b> A of the PC steel material 104 is fixed to the side wall portions 32 and 36 of the base portion 30. Yes.

  Therefore, the length L in the axial direction of the PC steel material 104 can be set longer by the length inserted through the through hole 102. Thereby, rigidity can be set small, without making the cross-sectional area A of PC steel material 104 small. That is, the rigidity can be set small while ensuring the range in which the PC steel material 104 can be elastically deformed. Therefore, a great seismic isolation effect can be obtained.

  Further, as described above, since the restoring force due to the tension force is applied to the PC steel material 104 by applying the tension force, the restoring force is increased accordingly. Therefore, compared with the case where the tension | tensile_strength is not provided to PC steel material 104, the movement amount of the base part 30 becomes small.

  Moreover, the movement amount of the base part 30 can be adjusted by adjusting the tension applied to the PC steel material 104.

  Further, when the upper structural portion 20 and the seismic isolation pit 50 move relative to each other in the direction in which the PC steel material 104 is contracted along the axial direction, the PC steel material 104 is contracted and deformed in the axial direction within a range in which tension is maintained. The PC steel material 104 does not bend (stiffness is maintained).

  In addition, it is not limited to the structure which provided tension | tensile_strength to all the PC steel materials 104. FIG. That is, the structure which provided tension | tensile_strength only to some PC steel materials 104 among the some PC steel materials 104 may be sufficient.

  Moreover, since PC steel material 104XF and PC steel material 104XR are arrange | positioned in the reverse direction, the prestress which compresses the base part 30 to a X direction is provided. Therefore, the base portion 30 is prevented or suppressed from cracking due to the tensile stress caused by the PC steel material 104.

  The reverse direction means that the direction from one end 104A to the other end 104B of the PC steel material 104 is the reverse direction (reverse direction).

  Here, as described above, when a disturbance such as an earthquake is applied and a horizontal force exceeding the friction coefficient of the contact surface between the sliding member 81 and the supporting member 86 of the sliding seismic isolation device 80 acts, the seismic isolation pit 50 and the superstructure The part 20 (base part 30) moves relative to the horizontal direction, and the seismic isolation effect is exhibited.

  Therefore, if the friction coefficient of the contact surface between the sliding member 81 and the support member 86 of the sliding seismic isolation device 80 is set to be small (the frictional force acting on the contact surface), even if the restoring force is small, that is, the rigidity of the PC steel material 104 Even if is small, the foundation 30 is restored. And if the rigidity of PC steel material 104, especially the rigidity of an axial direction are set small, since the upper structure part 20 (base part 30) and the seismic isolation pit 50 will move relatively relatively, the seismic isolation effect will become large.

  The PC steel material 104 can have a larger elastic deformation region than a conventional restoring material such as laminated rubber. Therefore, even if a large disturbance is applied due to a large earthquake or the like and the upper structure portion 20 (base portion 30) and the seismic isolation pit 50 are relatively moved relative to each other, the restoring force is exhibited.

  Further, as described above, when the relative movement amount exceeds the limit of elastic deformation of the PC steel material 104, the PC steel material 104 yields to exhibit an energy absorption effect. Therefore, the seismic isolation effect is exhibited even if a large disturbance is applied due to a large earthquake or the like.

  On the other hand, if the coefficient of friction between the sliding member 81 and the support member 86 of the sliding seismic isolation device 80 is set large (a frictional force acting on the contact surface), a large disturbance is not applied due to a large earthquake or the like. If a horizontal force exceeding the friction coefficient does not act, the upper structure portion 20 (base portion 30) and the base isolation pit 50 do not move relative to each other (the base isolation effect is not exhibited).

  However, using this fact, the seismic isolation structure 100 can be used as a fail-safe function for a large earthquake. That is, in the case of vibration (acceleration) smaller than the threshold value, the upper structure 20 (base 30) and the base isolation pit 50 are not moved relative to each other, and a method other than the base isolation, that is, the upper structure 20 is made earthquake resistant. Resist external force as a structure or damping structure.

  In the case of vibration (acceleration) equal to or higher than the threshold value, the upper structure 20 (base 30) and the seismic isolation pit 50 are relatively moved to define the upper limit value of the external force transmitted to the upper structure 20. In other words, assuming that the upper structure part 20 is a rigid body, the vibration is not transmitted to the upper structure part 20 above the threshold.

  Moreover, when not considering returning the origin of the upper structure part 20 after an earthquake, it is set as the structure which PC steel material 104 yields early (for example, the length L of PC steel material is shortened and distortion concentrates). The energy absorbing effect may be exhibited at an early stage.

  As described above, by adopting the seismic isolation structure of the present embodiment, the seismic isolation effect is exhibited even when a large disturbance is applied due to a large earthquake or the like.

  Note that the sliding seismic isolation device 80 of the present embodiment is configured for the purpose of setting the friction coefficient between the sliding member 81 and the support member 86 to be very small. Therefore, when setting the friction coefficient of the sliding material 81 of the sliding seismic isolation device 80 and the support material 86 large, it is desirable to use a configuration other than this configuration.

  For example, by changing the material of the resin coating layer on the surface, using the member (iron plate) substrate without coating the surface, changing the surface roughness of the member, generating red rust on the member surface, etc. It is good to adjust.

  Here, when the friction coefficient between the sliding material 81 and the support material 86 of the sliding seismic isolation device 80 is set to be large, since the management of the friction coefficient and the like is easy, the cost is generally lower than when the friction coefficient is set to be small. There is a possibility.

  In addition, although the PC steel material 104 as a wire which has elasticity was a mixed strand comprised by the strand from which intensity | strength differs in this embodiment, it is not limited to this. PC steel wires other than mixed strands, PC steel strands, or PC steel bars may be used. Furthermore, it may be a wire having elasticity other than PC steel. For example, a shape steel may be sufficient and fiber materials, such as carbon fiber and a vinylon fiber, may be sufficient. In short, it may be a linear member (including a rod-like member) having rigidity and elasticity that exhibits a restoring force.

  Here, disturbances such as earthquakes act on the center of gravity of the upper structure 20. For this reason, in addition to deforming in the horizontal direction, the upper structure 20 is twisted and deformed so as to rotate around the rigid core.

  However, the center-of-gravity position (or centroid position) of the base portion of the upper structure portion 20 in plan view and the rigid center position calculated from the rigidity of the PC steel material 104 coincide with each other or substantially coincide with each other. Thus, if set, the twist of the upper structure part 20 is prevented or suppressed.

  And the rigid center position can be adjusted by adjusting the rigidity of the PC steel material 104. Therefore, the example which adjusts the rigidity of PC steel material 104 next is demonstrated.

  In FIG. 33A, the rigidity is adjusted by adjusting the interval of the arrangement of the PC steel members 104, that is, by adding the PC steel member 104XH, and the center of gravity position (or centroid position) G is set to the rigid center position. An example of approaching is shown.

  FIG. 33 (B) adjusts the rigidity by adjusting the thickness of the PC steel material 104, that is, by increasing the thickness of the PC steel material 104XK, and brings the rigid center position closer to the center of gravity position (or centroid position) G. An example is shown.

  Although illustration is omitted, the type (Young's modulus) of the predetermined PC steel material 104 may be adjusted, or the length L (fixed position of one end 104A of the PC steel material 104 (FIG. 25 of a thirteenth modification described later). ))) May be adjusted.

<Other examples of seismic isolation means>
Here, in the present embodiment, as shown in FIG. 1 and the like, the upper structure 20 is supported by the sliding seismic isolation device 80 so as to be movable in the horizontal direction, but the present invention is not limited to this. Therefore, an example of seismic isolation means other than the sliding seismic isolation device 80 will be described.

  As shown in FIG. 19, a plate-like lower sliding member 115 is joined to the upper surface 60 </ b> U of the bottom panel 60 of the seismic isolation pit 50, and a plate-like lower surface 30 </ b> D of the base portion 30 of the upper structure portion 20 is joined. The upper sliding member 111 may be joined so that the base portion 30 (upper sliding member 111) slides in the horizontal direction on the bottom board 60 (lower sliding member 115).

  Note that it may be a sliding seismic isolation system including only one of the lower sliding member 111 and the upper sliding member 115.

  Further, it may be a sliding seismic isolation in which the upper surface 60U of the bottom base 60 of the seismic isolation pit 50 and the lower surface 30D of the base portion 30 of the upper structure portion 20 are in direct contact.

  Moreover, it is good also as a structure which supports the upper structure part 20 so that relative movement is possible with a horizontal horizontal resistance with respect to the seismic isolation pit 50, using the seismic isolation means other than a slip isolation system.

  For example, a rolling seismic isolation device 120 configured to be movable in the horizontal direction as shown in FIG. 20 may be used.

  In the rolling seismic isolation device 120, a ball bearing 122 </ b> A below the support portion 122 is provided on a rail 124 arranged along the X direction provided on the lower flange 123 so as to be able to roll. In addition, a ball bearing 122B at the upper portion of the support portion 122 is provided so as to be able to roll and move on a rail 126 disposed along the Y direction provided in an upper flange 125 disposed on the upper side of the support portion 122.

  Then, the lower flange 123 is fixed to the upper surface 60U (see FIG. 19) of the bottom base 60 of the seismic isolation pit 50, and the upper flange 125 is fixed to the lower surface 30D (see FIG. 19) of the base portion 30 of the upper structure portion 20. Thus, the sliding seismic isolation device 120 supports the upper structure 20 (see FIG. 19) in the vertical direction, while providing resistance in the horizontal direction (X direction and Y direction) with respect to the seismic isolation pit 50 (see FIG. 19). Along with this, it is supported so as to be relatively movable. In addition, the rolling resistance of the ball bearings 122A and 122B becomes a horizontal resistance force.

  A rolling seismic isolation device other than the device configuration shown in FIG. 20 may be used. For example, although not shown in the drawings, a rolling seismic isolation device including a pair of seismic isolation plates that form a pair and a ball sandwiched between the pair of seismic isolation plates may be used.

  The seismic isolation device may be a seismic isolation device using a laminated rubber body. Moreover, you may use together the seismic isolation apparatus using a laminated rubber body. In this case, the elastic deformation of the laminated rubber body may act as a restoring force.

<Other examples of lower structure and fixing means>
Next, another example of the lower structure portion and the fixing means will be described as a modification. Note that the description and illustration of the through hole 102 are omitted.

"First variation"
In the first modification shown in FIG. 9, the upper structure portion 20 is constructed on the foundation 110 as the lower structure portion provided on the ground 12. Wall-shaped fixing portions 119 and 116 are provided on the ground 12 outside the base 110 in the X direction. The fixed portion 119 and the fixed portion 116 are disposed on opposite sides of the centroid position G of the upper structure portion 20 in plan view (see FIG. 9B). The other end 104 </ b> B of the PC steel material 104 is fixed to the fixing portions 119 and 116.

  In other words, the base 110 as the lower structure and the fixing portions 119 and 116 to which the other end 104B of the PC steel material 104 is fixed are separated.

"Second modification"
In the second modification shown in FIG. 10, four PC steel materials 104X along the X direction are arranged vertically. That is, the PC steel materials 104XF, 104XR, 104XF, and 104XR are arranged in the order from the top.

`` Third modification ''
In the third modification shown in FIG. 11, the base portion and the building portion are the upper structure portion 21 that is not clearly separated. Therefore, the PC steel material 104 is inserted through the through hole 102 formed in the lowermost portion 23 of the upper structure portion 21, and one end 104 </ b> A is fixed to the side wall portion of the lowermost portion 23.

<Examples of PC steel wires other than horizontal placement>
In the first embodiment, the PC steel material 104 is arranged along a substantially horizontal direction. That is, the one end 104A and the other end 104B of the PC steel material 104 were set to have substantially the same height. Therefore, a configuration in which the PC steel material 104 is not arranged along the horizontal direction will be described as a modified example.

More specifically, “a modification in which the other end 104B is disposed on the lower side in the vertical direction than the one end 104A of the PC steel material 104” and “the other end 104B is on the upper side in the vertical direction from the one end 104A of the PC steel material 104”. Will be described.
In addition, the same code | symbol is attached | subjected to the member same as the seismic isolation structure of 1st embodiment, and the overlapping description is abbreviate | omitted.

`` Fourth modification ''
As shown in FIG. 12, the seismic isolation structure of the fourth modified example is that the fixing position of the retaining wall 72 of the other end 104B of the PC steel material 104 is lower in the vertical direction than on the axis of the through hole 102 (see FIG. 4). It is said that. Therefore, the part exposed from the base part 30 in PC steel material 104 is extended toward diagonally lower side. That is, the PC steel material 104 is disposed such that the other end 104B is lower than the one end 104A.

Next, the operation of this modification will be described.
Since the other end 104B is fixed to the lower side in the vertical direction than the one end 104A of the PC steel material 104, the upward lifting of the upper structure 20 in the vertical direction during an earthquake is suppressed or prevented. That is, the PC steel material 104 has two functions: a function of exerting a restoring force and a function of preventing the upper structure portion 20 from being lifted.

  In addition, since the lifting of the upper structure portion 20 during an earthquake is prevented or suppressed, the frictional force of the contact surface between the sliding material 81 and the support material 86 of the sliding seismic isolation device 80 is ensured.

  Further, by setting the PC steel material 104 so as to press the upper structure portion 20 downward, it is possible to increase the frictional force of the contact surface between the sliding material 81 and the supporting material 86 of the sliding seismic isolation device 80. is there. Also, the frictional force can be adjusted by adjusting the pressing force.

`` Fifth modification ''
As in the fifth modification shown in FIG. 13, the upper structure 20 may be constructed on the foundation 110 provided on the ground 12, and the other end 104 </ b> B of the PC steel material 104 may be fixed to the foundation 110.
The operation and effect of this modification are the same as those of the fourth modification.

"Sixth Modification"
In the seismic isolation structure of the third embodiment shown in FIG. 14, the through hole has a downward slope toward the outside in a front view. Therefore, the PC steel material 104 is diagonally arranged on the lower side toward the outside. In other words, the other end 104B is arranged in the vertical direction rather than the one end 104A of the PC steel material 104.
The operation and effect of this modification are the same as those of the fourth modification.

"Seventh Modification"
In the seismic isolation structure of the seventh modification shown in FIG. 15, the through hole has a downward slope toward the outside in a front view. Further, the through hole is opened at the bottom surface of the base portion 30. Therefore, the PC steel material 104 is disposed obliquely downward and outward, and the other end of the PC steel material 104 is fixed to the bottom plate 60.
The operation and effect of this modification are the same as those of the fourth modification.

`` Eighth modification ''
As in the eighth modification shown in FIG. 16, the upper structure 20 may be constructed on the foundation 110 provided on the ground 12, and the other end 104 </ b> B of the PC steel material 104 may be fixed to the foundation 110.
The operation and effect of this modification are the same as those of the fourth modification.

"Ninth Modification"
As shown in FIG. 17, the seismic isolation structure of the ninth modified example is such that the fixing position of the retaining wall 72 of the other end 104 </ b> B of the PC steel material 104 is vertically above the axis of the through hole 102 (see FIG. 4). Has been. Therefore, the part exposed from the base part 30 in PC steel material 104 is extended toward diagonally upper side. That is, the PC steel material 104 is disposed such that the other end 104B is on the upper side than the one end 104A.

Next, the operation of this modification will be described.
By setting the PC steel material 104 so as to pull the upper structure 20 upward, the load applied to the contact surface between the sliding material 81 and the supporting material 86 of the sliding seismic isolation device 80 is reduced, and the frictional force is reduced. Is possible. Also, the frictional force can be adjusted by adjusting the tensile force.

"Tenth Modification"
In the seismic isolation structure of the tenth modification shown in FIG. 18, the through hole is inclined upward toward the outside in a front view. Therefore, the PC steel material 104 is diagonally arranged on the upper side toward the outer side. In other words, the other end 104B is arranged on the upper side in the vertical direction than the one end 104A of the PC steel material 104.
The operations and effects of this modification are the same as those of the ninth modification.

<Example in which PC steel wire is not arranged along the X direction>
In 1st embodiment, as shown in FIG.2 and FIG.3, although the PC steel wire 104 was arrange | positioned along the X direction, it is not limited to this. Therefore, an example in which the PC steel wire 104 is arranged along the direction intersecting the X direction will be described as a modification. In addition, although the through-hole 102 may be abbreviate | omitted in subsequent description, each PC steel material is actually penetrated by the through-hole formed in the base part.

"Eleventh Modification"
As shown in FIG. 21, in the eleventh modification, a plurality of through holes are formed in the bottom plate along a direction intersecting the X direction (approximately 45 ° in the present modification) in plan view. Yes.

  A PC steel material 104 is inserted into each through hole. That is, in plan view, the PC steel material 104 is disposed along a direction intersecting the X direction (approximately 45 ° in the present embodiment). In other words, the PC steel material 104 is disposed obliquely with respect to the wall surfaces 72A, 74A, 76A, 78A of the retaining walls 72, 74, 76, 78 in plan view.

  The plurality of PC steel materials 104N arranged in the direction crossing the X direction are alternately arranged in the opposite direction in plan view. That is, one end 104NA is fixed to the side wall portions 36, 38 and the other end 104NB is fixed to the retaining walls 72, 74, and one end 104NA is fixed to the side wall portions 24, 34, and the other end 104NB is the retaining wall 76, PC steel materials 104NR fixed to 78 are alternately arranged.

  Since the other structure is the same as that of the first embodiment, the description thereof is omitted.

Next, the operation and effect of this modification will be described.
Part of the tensile load input from the PC steel material 104 can be received by the axial force in the in-plane direction of the retaining walls 72, 74, 76, 78.

  Therefore, for example, the PC steel material 104 is input from the PC steel material in comparison with the configuration in which the PC steel material 104 is disposed orthogonal to the wall surfaces 72A and 76A, that is, the configuration in which the tensile load input from the PC steel material 104 is received in the out-of-plane direction. The strength of the retaining walls 72, 74, 76, 78 required to receive the applied tensile load is easily ensured.

Here, as shown in FIG. 21, when the angle of the PC steel material 104 with respect to the wall surfaces 72A, 74A, 76A, and 78A is θ in a plan view, the above-described axial axes of the retaining walls 72, 74, 76, and 78 The range of θ is desirably about 30 ° to 60 ° from the viewpoint of force. Further, when θ is 45 °, it is further desirable in that the axial forces in the in-plane direction are substantially the same with respect to the wall surfaces in the direction perpendicular to each other.
Note that θ = 90 ° is shown in FIG. 1 of the first embodiment.

"Twelfth modification"
As shown in FIG. 22A, the through-holes 102 are formed along the X direction and are formed in parallel in the Y direction. In the present embodiment, eight through holes 102 are formed, and in order from the top in FIG. 20A, the through holes 102H, the through holes 102I, the through holes 102J, the through holes 102K, the through holes 102L, the through holes 102M, Let it be the through hole 102N and the through hole 102O. Further, in FIG. 22A, each through hole 102 is shown by a solid line for easy understanding.

  The PC steel wires 111XF, 112XR, 113XF, and 114XR are folded back at the side wall portions 32 and 36 of the base portion 30 and inserted into the plurality of through holes 102. In FIG. 22A, the PC steel wires 111XF, 112XR, 113XF, and 114XR are shown with different line types for easy understanding.

Next, the arrangement of the PC steel wires 111XF, 112XR, 113XF, 114XR will be described in detail.
One end 111XA of the PC steel material 111XF is fixed near the opening of the side wall 32 of the through hole 102M. The PC steel material 111XF is inserted through the through hole 102M, then turned back at the side wall portion 36, arranged along the side wall portion 36, and then inserted into the through hole 102H. The other end 111XB of the PC steel material 111XF is fixed to the upper portion of the retaining wall 72 in the figure.

  One end 113XA of the PC steel material 113XF is fixed near the opening of the side wall 32 of the through hole 102J. The PC steel material 113XF is inserted through the through hole 102J, then folded back at the side wall portion 36, arranged along the side wall portion 36, and then inserted into the through 102O. The other end 113XB of the PC steel material 113XF is fixed to the lower portion of the retaining wall 72 in the figure.

  Further, one end 112XA of the PC steel material 112XF is fixed near the opening of the side wall portion 36 of the through hole 102L. The PC steel material 112XF is inserted through the through hole 102L, then folded back at the side wall portion 32, arranged along the side wall portion 32, and then inserted into the through hole 102I. The other end 112XB of the PC steel material 112XF is fixed to the upper portion of the retaining wall 76 in the figure.

  One end 114XA of the PC steel material 114XF is fixed near the opening of the side wall 36 of the through hole 102K. The PC steel material 114XF is inserted through the through-hole 102K, then turned back at the side wall portion 32, arranged along the side wall portion 32, and then inserted into the through-hole 102N. The other end 114XB of the PC steel material 114XF is fixed to the lower portion of the retaining wall 76 in the figure.

  As shown in FIG. 23, the opening of the through hole 102N is rounded and a taper 215 is formed. Similarly, the openings of the through holes 102H, 102I, 102J, 102K, 102L, 102M, and 102O are also chamfered to form a taper 215 (not shown).

  As shown in FIG. 22 (B), the deformable axial length L of the PC steel material 112XR is twice the width W in the Y direction of the base portion 30 and the length disposed along the side wall portion 32. U and the distance V between the side wall portion 32 and the wall surface 72A of the retaining wall 72 are added. That is, L = 2W + U + V.

  In addition, although illustration is abbreviate | omitted, the length L of the other PC steel materials 111, 113, 114 is also the same.

Next, the operation and effect of this modification will be described.
The operation and effect of this modification are the same as those of the first embodiment. However, the deformable axial length L of each of the PC steel wires 111XF, 112XR, 113XF, and 114XR is L = 2W + U + V as described above (see FIG. 22B). On the other hand, L of the PC steel material 104 of the first embodiment is L = W + V as shown in FIG.
As described above, the deformable axial length L of each of the PC steel materials 111XF, 112XR, 113XF, and 114XR is significantly longer than L of the PC steel material 104 of the first embodiment (in this embodiment, “W + U "long).

Therefore, the amount of elastic deformation in the axial direction of each of the PC steel materials 111XF, 112XR, 113XF, 114XR increases. That is, the seismic isolation effect in the X direction is increased.
In order to increase the seismic isolation effect in the X direction, it is effective to increase the length L, that is, increase the amount of elastic deformation in the axial direction in this way.

  In addition, the opening part of each through-hole 102H, 102I, 102J, 102K, 102L, 102N, 102M, 102O is R chamfered and tapered (see FIG. 23). Therefore, compared with the structure which is not chamfered, the resistance when the PC steel materials 111, 112, 113, and 114 extend in the axial direction is reduced, and the steel materials are smoothly extended.

  Further, the frictional resistance with the side wall portions 32 and 36 when the PC steel materials 111, 112, 113, and 114 extend in the axial direction becomes a damping force that attenuates the vibration.

  The R radius of the taper, that is, the bending radius of the PC steel materials 111, 112, 113, 114 can be increased to such an extent that the PC steel materials 111, 112, 113, 114 are not affected by local bending. desirable.

  Moreover, when the foundation part 30 is made of concrete, the side where the concrete volume of the foundation part 30 is small (the side near the side walls 34, 38) is not cracked by the pressure from the PC steel materials 111, 112, 113, 114. Thus, it is desirable to ensure a sufficient cover thickness. Alternatively, reinforcement may be performed in the vicinity of the side wall portions 34 and 38 to prevent cracking of the concrete.

  Here, as shown in FIG. 24, a rotating roller device 500 is provided at the opening of each of the through holes 102H, 102I, 102J, 102K, 102L, 102N, 102M, and 102O, and the PC steel materials 111, 112, 113, and 114 are provided. The resistance when extending in the axial direction may be further reduced. In FIG. 24, the opening of the through hole 102N is shown as a representative.

  As shown in FIG. 24, the rotary roller device 500 includes a pair of rotary shafts 502 arranged along the Z direction, and a pair of rotary rolls 504 provided rotatably on the rotary shaft 502. ing. The rotary roll 504 has a shape with a large diameter on both outer sides in the Z direction and a small diameter at the central portion. And the PC steel material 114 is arrange | positioned between the rotating rolls 504 which make a pair.

  Note that a viscous material such as oil may be inserted between the rotary shaft 502 and the rotary roll 504 so that the rotary roll 504 has rotational resistance. With such a configuration, the rotational resistance of the rotating roll 504 achieves the same effect as that of the oil damper, resulting in a damping force that attenuates vibration.

<Example where PC steel wire is not inserted through the through hole>
In the first embodiment, as shown in FIG. 4, the PC steel material 104 is inserted through the through hole 102 and fixed to the side wall portion of the base portion 30, but is not limited thereto. Therefore, an example in which the PC steel material 104 is not inserted into the through hole 102 will be described as a modified example.

"Thirteenth modification"
In the thirteenth modified example, as shown in FIG. 25B, a short fixing hole 180 is formed in the side wall portion 32 of the base portion 30 along the X direction. A plurality of fixing holes 180 are formed side by side in the Y direction. A working hole 182 is formed at the end of each fixing hole 180. The work hole 182 is opened on the upper surface of the base portion 30.

  Although not shown, a plurality of short fixing holes 180 arranged along the X direction and in the Y direction are also formed in the side wall portion 36 of the base portion 30, and at the end of each fixing hole 180, A work hole 182 opened in the upper surface of the base portion 30 is formed.

  One ends 105XA of the PC steel materials 105XF and 105XR are fixed to the end portions of these fixing holes 180. The other end 105B of the PC steel material 105XF is fixed to the retaining wall 72, and the other end 105B of the PC steel material 105XR is fixed to the retaining wall 76. In addition, the operation | work which fixes one end 105A of PC steel material 105 from the work hole 182 is performed. The work hole 182 is filled with mortar, grout, etc. after the fixing work is completed.

Next, the operation and effect of this modification will be described.
The operation and effect of this modification are the same as those of the first embodiment. However, the deformable axial length L of the PC steel material 105 is much shorter than the PC steel material 104 (see FIG. 25A and FIG. 3 for comparison). Therefore, although the amount of elastic deformation of the PC steel material 105 is small, a large restoring force is exhibited.

  In addition, when filling grout etc. also into the fixing hole 180, the distance between the side wall parts 32 and 36 and the retaining walls 72 and 76 becomes the length L of the axial direction which can deform | transform the PC steel material 105. FIG.

<Application examples other than basic seismic isolation structure>
In the first embodiment, the present invention is applied to a basic seismic isolation structure, but the present invention is not limited to this. Therefore, an example in which the present invention is applied to an intermediate seismic isolation structure will be described as a seventeenth modification.

"14th Variation"
In the fourteenth modification shown in FIG. 27, a building 150 is constructed on the foundation 110 provided on the ground 12. In the building 150, the upper structure portion 152 is provided on the lower structure portion 154, and the seismic isolation structure 100 is provided between the lower structure portion 154 and the upper structure portion 152.

  The upper portion 156 of the lower structure portion 154 has a concave shape, and is composed of a bottom plate portion 160 and retaining wall portions 162 and 163 that are erected around the bottom plate portion 160 (in practice, the retaining wall There are four parts). The base portion 30 is provided at the lower portion of the upper structure portion 152. In addition, since the structure of the seismic isolation structure 100 is the same as that of the said embodiment, detailed description is abbreviate | omitted.

  In addition, vertical movement lines such as pipes, stairs, and elevators are arranged in the holes by making holes in the vertical direction while securing a clearance at a location where the PC steel material 104 of the base portion 30 does not penetrate. Further, the longitudinal flow lines such as pipes, stairs, and elevators are provided with a mechanism that follows the horizontal displacement of the upper structure portion 152 and the lower structure portion 154 during an earthquake. In addition, since such a tracking mechanism can apply the mechanism currently applied with the structure which has the existing intermediate seismic isolation layer, description is abbreviate | omitted.

  In addition, although the 14th modification applied the seismic isolation structure of 1st embodiment, it is not limited to this. You may apply the seismic isolation structure of a 1st modification to a 15th modification.

<Second embodiment>
As described above, in the first embodiment shown in FIG. 1, the PC steel material 104 has a lower string rigidity than an axial rigidity. Therefore, when the same external force is applied, the relative movement direction in the X direction is smaller than the relative movement amount in the relative movement direction in the Y direction that intersects the X direction. Therefore, the seismic isolation effect in the X direction is smaller than the seismic isolation effect in the Y direction that intersects the X direction.

  Therefore, in 2nd embodiment, in addition to the base isolation structure 100 demonstrated in 1st embodiment, the structure 11 provided with the base isolation mechanism which exhibits the base isolation effect in a X direction is demonstrated. In addition, the same code | symbol is attached | subjected to the member same as 1st embodiment, and the overlapping description is abbreviate | omitted.

  As shown in FIG. 34, the structure 11 of the second embodiment includes an upper structure portion 21 and a seismic isolation pit 50 as a lower structure portion. The upper structure part 21 has a base part 30 and a base isolation structure part 19, and a rolling base isolation support 400 (see FIG. 35) is provided between the base part 30 and the base isolation structure part 19. A plurality of rolling seismic isolation bearings 400 are provided at intervals in the X direction.

  As shown in FIG. 35, each rolling seismic isolation bearing 400 includes a roller 420 arranged with the Y direction as an axial direction and a pair of upper and lower seismic isolation plates 410 as main components.

  A pair of upper and lower two seismic isolation dishes 410 are formed so that a recess 412 is formed along the Y direction, and the recess 412 faces each other. A roller 420 is sandwiched between the recesses 412 of the two seismic isolation plates 410. Therefore, the rolling seismic isolation bearing 400 exhibits the seismic isolation effect against the shaking in the X direction.

  Therefore, the base isolation structure portion of the upper structure portion 21 is supported by the base portion 30 via the rolling base isolation bearing 400 that exhibits a base isolation effect with respect to vibration in the X direction.

Next, the operation and effect of this embodiment will be described.
In the PC steel material 104, the rigidity of the string is smaller than the rigidity in the axial direction (X direction). Therefore, the seismic isolation effect is smaller in the X direction than in the Y direction that intersects the X direction. For this reason, the vibration in the X direction is transmitted to the upper structure portion 21 more than the vibration in the Y direction.

  However, as described above, the base isolation structure portion of the upper structure portion 21 is supported by the base portion 30 via the rolling base isolation bearing 400 that exhibits a base isolation effect against vibration in the X direction. Therefore, transmission of vibration in the X direction transmitted from the seismic isolation pit 50 to the base portion 30 to the seismic isolation structure 19 is suppressed.

  Therefore, the seismic performance in both the X direction (the axial direction of the PC steel material 104) and the direction intersecting the X direction is ensured to be equivalent or substantially equivalent to the seismic isolation structure 19 of the upper structure 21.

  Further, since the rolling base isolation bearing 400 only needs to exhibit the seismic isolation effect only in the X direction, the structure may be simpler than the seismic isolation device that exhibits the seismic isolation effect in both the X direction and the Y direction.

  A damping means such as a damper for damping the vibration in the X direction of the seismic isolation structure 19 may be provided between the seismic isolation structure 19 and the foundation 40.

<Third embodiment>
In the third embodiment, the structure 13 including the seismic isolation mechanism that exhibits the seismic isolation effect in the X direction will be described in addition to the seismic isolation structure 100 described in the first embodiment. In addition, the same code | symbol is attached | subjected to the member same as 1st embodiment, and the overlapping description is abbreviate | omitted.

  As shown in FIG. 36, the structure 13 of the third embodiment includes an upper structure 25 and a seismic isolation pit 50 as a lower structure. The upper structure part 25 has a foundation part 30 and a building part 35. The building part 35 includes a gantry part 27 and a seismic isolation structure part 29 suspended from a ceiling part 27 </ b> A in the gantry part 27 by a suspending seismic isolation device 450.

  The suspension seismic isolation device 450 suspends the seismic isolation structure 29 with a suspension member 452. Further, both end portions of the suspension member 452 are connected to the ceiling portion 27A and the seismic isolation structure portion 29 so as to be rotatable by a rotation shaft 454 whose axial direction is the X direction.

  Thus, the seismic isolation structure 29 constituting the building part 35 of the upper structure 25 is fixed to the foundation 30 via the suspension seismic isolation device 450 that exhibits the seismic isolation effect against the vibration in the X direction. It is supported by the gantry 27.

Next, the operation and effect of this embodiment will be described.
In the PC steel material 104, the rigidity of the string is smaller than the rigidity in the axial direction (X direction). Therefore, the seismic isolation effect is smaller in the X direction than in the Y direction that intersects the X direction. For this reason, the vibration in the X direction is transmitted to the upper structure portion 25 more than the vibration in the Y direction.

  However, as described above, the building part 35 includes the gantry part 27 and the seismic isolation structure part 29, and the seismic isolation structure part 29 is suspended from the ceiling part 27 </ b> A of the gantry part 27 by the suspension seismic isolation device 450. Yes. Therefore, transmission of vibration in the X direction transmitted from the seismic isolation pit 50 to the base portion 30 to the seismic isolation structure 29 is suppressed.

  Therefore, the seismic performance in both the X direction (the axial direction of the PC steel material 104) and the direction intersecting the X direction is ensured to be equal or substantially equal to the seismic isolation structure 29 of the upper structure 25.

  A damping means such as a damper that can attenuate the vibration in the X direction of the seismic isolation structure 29 may be provided between the gantry 27 and the seismic isolation structure 29.

<Fourth embodiment>
As described above, the PC steel material 104 has a lower string rigidity than an axial rigidity. Therefore, when the same external force is applied, the relative movement direction in the X direction is smaller than the relative movement amount in the relative movement direction in the Y direction that intersects the X direction. Therefore, the seismic isolation effect in the X direction is smaller than the seismic isolation effect in the Y direction that intersects the X direction.

  Therefore, in the fourth embodiment, in addition to the seismic isolation structure 100 described in the first embodiment, a structure 510 including a vibration damping device and a vibration damping mechanism that exerts a vibration damping effect in the X direction on the building portion 520 will be described. . In addition, the same code | symbol is attached | subjected to the member same as 1st embodiment, and the overlapping description is abbreviate | omitted.

  As shown in FIG. 37, the structure 510 according to the fourth embodiment includes an upper structure portion 520 and a seismic isolation pit 50 as a lower structure portion. The upper structure part 520 includes a board-like base part 30 and a building part 522 constructed on the base part 30.

  As shown in FIG. 37 (A), dampers 532A and 532B serving as vibration control devices are provided on a plurality of frames 530 that are open on the Y direction side in the building portion 522. A pair of dampers 532A and 532B are provided so as to be connected between and intersecting the opposite corners of the frame 530. That is, the dampers 532A and 532B absorb energy with respect to the vibration in the X direction of the building part 522, and exhibit a damping effect.

  As shown in FIG. 37 (C), in the present embodiment, a plurality of frames 540 opened in the X direction side are provided with earthquake-resistant walls 542.

Next, the operation and effect of this embodiment will be described.
In the PC steel material 104, the rigidity of the string is smaller than the rigidity in the axial direction (X direction). Therefore, the seismic isolation effect is smaller in the X direction than in the Y direction that intersects the X direction. For this reason, the vibration in the X direction is transmitted to the upper structure portion 520 more than the vibration in the Y direction.

  However, the vibration in the X direction transmitted from the seismic isolation pit 50 to the upper structure portion 520 is suppressed by the dampers 532A and 532B provided in the building portion 522.

  Therefore, the building part 522 can ensure equivalent or substantially equivalent seismic performance in both the X direction and the Y direction.

  The dampers 522A and 522 may be any damper. For example, an oil damper or a viscoelastic damper may be used. Furthermore, seismic isolation devices other than dampers may be used. For example, an unbonded brace or a corrugated steel damping wall may be used. That is, any vibration control device that exhibits a vibration suppression effect in the X direction may be used.

  In addition, as long as sufficient strength against vibration in the Y direction is ensured, the earthquake resistant walls 542 may not be provided on the plurality of frames 540 opened in the X direction.

<Fifth embodiment>
As described above, the PC steel material 104 has a lower string rigidity than an axial rigidity. Therefore, when the same external force is applied, the relative movement direction in the X direction is smaller than the relative movement amount in the relative movement direction in the Y direction that intersects the X direction. Therefore, the seismic isolation effect in the X direction is smaller than the seismic isolation effect in the Y direction that intersects the X direction.

  Therefore, in the fifth embodiment, in addition to the seismic isolation structure 100 described in the first embodiment, a structure 610 in which the horizontal proof stress in the X direction of the building portion 622 is higher than the horizontal proof stress in the Y direction will be described. In addition, the same code | symbol is attached | subjected to the member same as 1st embodiment, and the overlapping description is abbreviate | omitted.

  As shown in FIG. 38, the structure 610 of the fifth embodiment includes an upper structure portion 620 and a seismic isolation pit 50 as a lower structure portion. The upper structure portion 620 includes a board-shaped foundation portion 30 and a building portion 622 constructed on the foundation portion 30.

As shown in FIG. 38A, a seismic wall 632 is provided on the frame 630 opened in the Y direction.
As shown in FIG. 38C, the frame structure 640 opened in the X direction side is designed for a long period of time, has a large opening portion, and has a glass facade, thus ensuring openness.
Therefore, the upper structure portion 620 has a greater horizontal proof stress in the X direction than horizontal proof stress in the other directions.

Next, the operation and effect of this embodiment will be described.
In the PC steel material 104, the rigidity of the string is smaller than the rigidity in the axial direction (X direction). Therefore, the seismic isolation effect is smaller in the X direction than in the Y direction that intersects the X direction. For this reason, the vibration in the X direction is transmitted to the upper structure portion 620 more than the vibration in the Y direction. However, the horizontal proof stress in the X direction is improved by the earthquake-resistant wall 632 provided in the building portion 622.

  Therefore, the building part 622 can ensure equivalent or substantially equivalent seismic performance in both the X direction and the Y direction.

  In addition, since the seismic isolation effect is larger in the Y direction than in the X direction, the proof stress is ensured even if the frame 640 opened to the X direction side is enlarged.

  So far, the example in which the present invention is applied to a structure such as a building has been described, but the present invention can be applied to a structure other than a structure such as a building. Therefore, the example applied to other than structures, such as a building, is demonstrated next. In the following embodiments, the configuration substantially similar to that of the first embodiment will be representatively described. However, the modifications described so far and the configurations of the second to fifth embodiments can also be applied.

<Sixth embodiment>
Next, a sixth embodiment in which the base isolation structure of the present invention is applied to floor isolation will be described.

  As shown in FIG. 28, the room 202 in the building has a double floor structure in which a free access panel (floor plate) 216 is supported by a support column 214 provided on a concrete frame floor (floor slab). .

  A part of the floor of the room 202 is a seismic isolation floor 220. Since the double floor structure is the same as the existing structure, detailed description is omitted.

  A slab 212 on the lower side of the seismic isolation floor 220 is provided with a box-shaped platform 250 having an upper surface opened as a lower structure. A base portion 230 is provided on the bottom plate 252 of the base portion 250 via a sliding seismic isolation device 280. A seismic isolation floor 220 is provided on the foundation 230. On the seismic isolation floor 220, a precision device 209 such as a computer server is installed.

  The base 250 and the sliding seismic isolation device 280 are the same in basic structure except that each member is smaller than the seismic isolation pit 50 and the sliding seismic isolation device 280 of the first embodiment. To do.

  In the base portion 230, a plurality of PC steel materials 204XF and XR arranged along the X direction and arranged side by side in the Y direction are inserted through through holes (not shown) as in the first embodiment. One end of each PC steel material 204 is fixed to the side wall portion of the base portion 230, and the other end is fixed to the retaining wall portion of the base portion 250.

  The length of the PC steel material 204 is only shorter and thinner than the PC steel material 104 of the first embodiment, and the fixing and arrangement are the same. Further, a tension is applied to the PC steel material 204.

  Moreover, since the effect of this embodiment is the same as that of 1st embodiment, description is abbreviate | omitted. A modification of the first embodiment is also applicable to this embodiment.

  Further, instead of using a part of the floor of the room as a base isolation floor, the entire floor of the room may be a base isolation floor.

"Modification"
Next, a modification of the sixth embodiment will be described.

  As shown in FIG. 29, in the modified example, a base portion 230 is provided on the slab 212 on the lower side of the seismic isolation floor 220 via a sliding seismic isolation device 280. A seismic isolation floor 220 is provided on the foundation 230. On the seismic isolation floor 220, a precision device 209 such as a computer server is installed. Similarly, the other ends 205XB of the PC steel materials 205XF and XR are fixed to a wall (not shown) of the room 202.

Next, the function and effect of this embodiment will be described.
Since the PC steel material 205 is longer than the PC steel material 206, the amount of elastic deformation can be increased accordingly.

<Seventh embodiment>
Next, a seventh embodiment in which the base isolation structure of the present invention is applied to a base isolation table will be described.

  As shown in FIG. 30, the base isolation table 300 of the seventh embodiment is provided with a platform 350 on a column 310. The display unit 320 is supported by the base plate 352 of the base unit 350 via the sliding seismic isolation device 380. The exhibition unit 320 includes a seismic isolation plate unit 322 and a glass case unit 305.

  An exhibit 306 such as pottery, earthenware, sculpture, and antiques is installed (displayed) in the glass case 305 of the exhibit 320 (on the plate 330).

  Note that the base 350 and the sliding seismic isolation device 380 have the same basic structure except that each member is smaller than the seismic isolation pit 50 and the sliding seismic isolation device 80 of the first embodiment.

  As in the first embodiment, the plate portion 330 is arranged along the X direction, and a plurality of elastic wires 304XF and XR arranged side by side in the Y direction are inserted through through holes (not shown). One end of each wire 304 is fixed to the side wall portion of the plate portion 330, and the other end is fixed to the retaining wall portion of the base portion 350. The wire material 304 is fixed and arranged in the same manner as the PC steel material 104 of the first embodiment.

  The base isolation table 300 may be used for purposes other than the protection of the exhibit 306. For example, it may be used for the purpose of protecting deleterious substances and drugs.

  The present invention is not limited to the above embodiment. Needless to say, the present invention can be implemented in various modes without departing from the scope of the present invention.

<Reference example>
Next, a seismic isolation structure as a reference example will be described.

The seismic isolation structure of the reference example is
Seismic isolation means provided between the upper structure portion and the lower structure portion and supporting the upper structure portion in the vertical direction and supporting the lower structure portion so as to be relatively movable with a resistance force in the horizontal direction. When,
One or more first wire rods having elasticity with one end fixed to the upper structure portion and the other end fixed to a first fixing portion other than the upper structure portion;
One end is fixed to the upper structure part, and the other end is located on the second fixing part other than the upper structure part arranged on the opposite side of the first fixing part across the centroid position of the upper structure part in plan view. One or more second wires having fixed elasticity; and
Have
In the plan view, the first wire rod makes a round in the upper structure portion, and the one end is fixed to the side wall portion on the first fixing portion side of the upper structure portion,
The second wire rod makes a round in the upper structure portion in plan view, and the one end is fixed to the side wall portion on the second fixing portion side of the upper structure portion.

  As described above, the seismic isolation structure of the reference example is such that the first wire goes around the upper structure part in plan view, and one end is fixed to the side wall portion on the one fixed part side of the upper structure part. The inside of the part goes around and one end is fixed to the side wall part on the second fixing part side of the upper structure part. Therefore, the length L in the axial direction of the first wire and the second wire can be set long. That is, the amount of axial deformation of the first wire and the second wire can be increased. This will improve the seismic isolation effect.

  Further, by applying tension to the first wire and the second wire, prestress can be introduced into the upper structure part in both the X direction in plan view and the Y direction intersecting the X direction. .

  Next, the seismic isolation structure of the eighth embodiment to which the seismic isolation structure as a reference example is applied will be described. In addition, since the structure of the whole structure to which this seismic isolation structure was applied is the same as that of 1st embodiment, detailed description is abbreviate | omitted. In addition, the same members as those in the first embodiment are denoted by the same reference numerals, and redundant description is omitted.

  As shown in FIG. 39, through holes 710, 712, 714, and 716 are formed in the base portion 30 constituting the seismic isolation structure 700 of the reference example. Each through-hole 710, 712, 714, 716 is formed so as to make a round in the base portion 30 in plan view. Moreover, each through-hole 710,712,714,716 is formed at intervals in the up-down direction.

  In the present embodiment, the through holes 710, 712, 714, 716 are opened at two locations on the side wall portions 32, 34, 36, 38 of the base portion 30, respectively, and are actually composed of four through holes, respectively. Has been. However, here, four through holes are combined to be described as one through hole.

  Unbonded type PC steel wires 720, 722, 724, and 726 are inserted into the through holes 710, 712, 714, and 716, respectively. The PC steel strands 720, 722, 724, and 726 are mixed strands composed of a plurality of strands having different strengths.

  The PC steel stranded wire 720 is inserted into the through hole 710, one end 720 </ b> A is fixed to the side wall portion 36 of the base portion 30, and the other end 720 </ b> B is fixed to the retaining wall 76. Further, the inside of the base portion 30 goes around counterclockwise in the drawing from the one end 720A to the other end 720B.

  The PC steel stranded wire 726 is inserted into the through hole 716, one end 726 </ b> A is fixed to the side wall portion 32 of the base portion 30, and the other end 726 </ b> B is fixed to the retaining wall 72. Further, the inside of the base portion 30 goes around in the clockwise direction in the drawing from the one end 726A toward the other end 726B.

  The PC steel stranded wire 722 is inserted through the through hole 712, one end 722 </ b> A is fixed to the side wall portion 36 of the base portion 30, and the other end 722 </ b> B is fixed to the retaining wall 76. Further, the inside of the base portion 30 goes around counterclockwise in the drawing from the one end 722A toward the other end 722B.

  The PC steel stranded wire 724 is inserted into the through hole 714, one end 724 </ b> A is fixed to the side wall portion 32 of the base portion 30, and the other end 724 </ b> B is fixed to the retaining wall 72. Further, the inside of the base portion 30 goes around in the clockwise direction in the drawing from the one end 724A to the other end 724B.

  Tension is applied to the PC steel strands 720, 722, 724, and 726. However, the PC steel wire 720 and the PC steel wire 740 make a round in the reverse rotation direction, and the PC steel wire 722 and the PC steel wire 726 make a round in the reverse rotation direction. Is prevented.

Next, the operation and effect of this embodiment will be described.
The PC steel stranded wires 720, 722, 724, and 726 go around the base portion 30. Therefore, the length L in the axial direction of the wires 720, 722, 724, and 726 from the PC steel can be set longer. That is, the amount of deformation in the axial direction of the wires 720, 722, 724 and 726 can be increased from the PC steel, and the seismic isolation effect is improved.

  Furthermore, prestress is introduced into the foundation 30 in both the X direction in plan view and the Y direction that intersects the X direction by applying tension to the wires 720, 722, 724, and 726 from the PC steel. be able to.

  In this reference example, the wires 720, 722, 724, and 726 made of PC steel are mixed strands made of strands having different strengths, but the present invention is not limited thereto. PC steel wires other than mixed strands and PC steel wires may be used. Furthermore, it may be a wire having elasticity other than PC steel. For example, a fiber material such as carbon fiber or vinylon fiber may be used. In short, it may be a linear member (including a rod-like member) having rigidity and elasticity that exhibits a restoring force.

  Furthermore, as long as the structures of the first to seventh embodiments and the modified examples are applicable to the present reference example, the applied configuration may be adopted.

DESCRIPTION OF SYMBOLS 10 Structure 11 Structure 13 Structure 19 Seismic isolation structure part 20 Upper structure part 21 Upper structure part 29 Seismic isolation structure part 30D Lower surface (upper sliding member, seismic isolation means)
32 Side wall part 34 Side wall part 36 Side wall part 38 Side wall part 50 Seismic isolation pit (lower structure part)
60 Bottom plate (fixed part)
60U upper surface (lower sliding member, seismic isolation means)
72 Retaining wall (first fixed part)
74 Retaining wall (first fixed part)
76 Retaining wall (second fixed part)
78 Retaining wall (second fixed part)
72A Wall surface 74A Wall surface 76A Wall surface 78A Wall surface 80 Sliding seismic isolation device (Seismic isolation means)
81 Sliding material (upper sliding member)
86 Support material (lower sliding member)
102 Through-hole 104XF PC steel (tensile material, first wire)
104XR PC steel (tensile material, second wire)
105XF PC steel (tensile material, first wire)
105XR PC steel (tensile material, second wire)
110 Foundation (lower structure, fixed part)
111 Upper sliding member (Seismic isolation means)
111XF PC steel (tensile material, first wire)
112XR PC steel (tensile material, second wire)
113XF PC steel (tensile material, first wire)
114XR PC steel (tensile material, second wire)
115 Lower sliding member (Seismic isolation means)
116 fixing part (second fixing part)
119 fixing part (first fixing part)
120 Rolling seismic isolation device (Seismic isolation means)
152 Upper structure portion 154 Lower structure portion 162 Retaining wall portion (first fixing portion)
163 Retaining wall (second fixed part)
204XF PC steel (tensile material, first wire)
204XR PC steel (tensile material, second wire)
205XF PC steel (tensile material, first wire)
205XR PC steel (tensile material, second wire)
212 Slab (lower structure)
220 Base-isolated floor (superstructure)
230 Foundation (upper structure)
250 base (lower structure)
300 Base isolation table (structure)
304XF wire (tension material, first wire)
304XR wire (tension material, second wire)
320 Exhibition (Superstructure)
330 Foundation (upper structure)
350 base (lower structure)
400 Rolling seismic isolation bearing (Seismic isolation mechanism)
450 Hanging seismic isolation device (Seismic isolation mechanism)
510 Structure 520 Building 532 Damper (Vibration Control Device)

Claims (13)

Seismic isolation means provided between the upper structure portion and the lower structure portion and supporting the upper structure portion in the vertical direction and supporting the lower structure portion so as to be relatively movable with a resistance force in the horizontal direction. When,
One end is fixed to the upper structure portion, the other end is fixed to a first fixing portion other than the upper structure portion, and a portion between the upper structure portion and the first fixing portion is along a predetermined direction. One or more first wire rods having elasticity arranged;
One end is fixed to the upper structure part, and the other end is located on the second fixing part other than the upper structure part arranged on the opposite side of the first fixing part across the centroid position of the upper structure part in plan view. One or a plurality of second wire rods having elasticity, wherein the portion between the upper structure portion and the second fixing portion is arranged along a predetermined direction while being fixed,
Seismic isolation structure with The first wire and the second wire are inserted through a through hole formed in the upper structure portion, and one end is fixed to a side wall portion of the upper structure portion,
The seismic isolation structure according to claim 1. The through hole is formed along the predetermined direction, and a plurality of the through holes are formed in parallel in a direction orthogonal to the predetermined direction,
The first wire and the second wire are folded at the side wall and inserted through the plurality of through holes.
The seismic isolation structure according to claim 2. In plan view, one end to the other end of the first wire and the second wire are arranged along the predetermined direction, and alternately arranged in parallel in a direction orthogonal to the predetermined direction.
The seismic isolation structure according to any one of claims 1 to 3. The first wire and the second wire are made of tendon,
Tension is given to the tendon,
The seismic isolation structure according to any one of claims 1 to 4. The tendon is composed of a combination of strands having different strengths,
The seismic isolation structure according to claim 5. The first fixing part and the second fixing part are wall-shaped,
The first wire and the second wire are arranged obliquely with respect to the wall surface of the first fixed portion and the wall surface of the second fixed portion in plan view.
The seismic isolation structure according to any one of claims 1 to 6. The seismic isolation means is
A lower sliding member provided at an upper portion of the lower structure portion;
An upper sliding member provided at a lower portion of the upper structure portion and supported by the lower sliding member;
Having
The seismic isolation structure according to any one of claims 1 to 7. In the front view, the first wire and the second wire are fixed on the lower side in the vertical direction at the other end rather than at one end.
The seismic isolation structure according to any one of claims 1 to 8.   A structure to which the seismic isolation structure according to any one of claims 1 to 9 is applied. The upper structure part is
A base portion to which one end of the first wire rod and one end of the second wire rod are fixed;
A base isolation structure supported by the base via an isolation mechanism that exhibits a base isolation effect against vibrations in the predetermined direction transmitted from the lower structure to the base;
The structure according to claim 10.   The structure according to claim 10, wherein the upper structure portion includes a vibration control device that exhibits a vibration suppression effect with respect to the vibration in the predetermined direction transmitted from the lower structure portion.   The said upper structure part is a structure of any one of Claims 10-12 in which the horizontal proof stress of the said predetermined direction is set larger than the horizontal proof stress of another direction.

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