JP6210760B2 - Foundation structure and design method of foundation structure - Google Patents

Description

  The present invention relates to a foundation structure and a method for designing the foundation structure.

  In Patent Document 1, a ground layer in an intermediate layer between a liquefied or soft ground and a support layer ground and a liquefied or soft ground are sequentially stacked on the ground of the support layer. The basic structure of the upper housing is disclosed. In this prior art, a pile foundation reaching the support layer is provided in the upper frame, and the liquefied or soft ground part leaves an unimproved part around the pile foundation, and the shear force from the upper frame side during an earthquake The ground improvement part which joins to the upper frame and reaches the ground of the intermediate layer is formed so as to transmit the axial stress of the part to the ground of the intermediate layer located further downward by shear strength.

  Patent Document 2 discloses a high horizontal proof stress foundation method using a solidification method. In this prior art, in a surface ground which may be liquefied, a stabilizer is stirred and mixed by a deep layer processing machine, and a plane lattice-like hardly water-permeable wall structure reaching from the lower end to the upper end of the surface ground And forming a foundation pile by penetrating the lower end of the plurality of surface ground portions surrounded by the lattice-shaped portions of the structure to the middle layer to the deep support ground that has a supporting force below the surface layer ground and does not liquefy. Is building.

  Patent Document 3 discloses a basic structure of a structure constructed on soft ground. In this prior art, a pile that is joined to the structure and supported from below, and a solidified wall formed with a predetermined depth in the soft ground below the structure is formed, and horizontal resistance is given to the soft ground around the pile. It has a foundation structure with a ground improvement wall.

  Here, it is known that the shaking of the soft ground (the soft layer of the ground) greatly amplifies as it approaches the ground surface, and the ground motion increases. However, the amplification component of such ground motion is mainly short-period, and it was thought that the structure with a long primary period supported by the seismic isolation device is not easily affected by the short-period component of ground motion.

  However, as a result of research by the present inventors, the maximum value of the vibration (swing) of the structure supported by the seismic isolation device is excited by the nonlinearity of the hysteresis damper that constitutes the seismic isolation device. It was found to be dominated by the “secondary vibration mode”. The seismic motion input to the foundation that supports the seismic isolation device is close to the ground surface seismic motion, and the structure supported by the seismic isolation device has a secondary period (secondary period) due to a short-period dominant component. It was found that it shakes greatly in vibration mode.

Japanese Patent No. 3946848 Japanese Patent No. 2645899 JP 2007-9421 A

  In view of the above facts, the present invention has a problem of reducing short-period components of ground motion input to a structure supported by a seismic isolation device.

The invention of claim 1 includes a base portion provided on soft ground, is installed in the base portion, and a seismic isolation device for supporting a structure, the formed in soft ground, rather rigidity higher than the soft ground A ground improvement body that does not reach a support layer that is harder than the soft ground below the soft ground .

  In invention of Claim 1, the influence which a structure receives at the time of an earthquake reduces by making the primary period of a structure a long period with a seismic isolation apparatus. In addition, the ground improvement body with high rigidity formed on the soft ground causes an input loss of the ground motion, and the short period component of the ground motion input to the foundation is reduced. Therefore, the vibration of the secondary vibration mode of the structure due to the short-period dominant component excited by nonlinearity such as a hysteresis damper constituting the seismic isolation device is reduced.

  According to a second aspect of the present invention, the ground improvement body is formed so as to reach an overconsolidated layer constituting a lower layer portion of the soft ground.

  In the invention described in claim 2, the ground improvement body is formed so as to reach the overconsolidated layer constituting the lower layer portion of the soft ground, thereby effectively reducing the short period component of the ground motion input to the foundation. To do. Therefore, the vibration in the secondary vibration mode of the structure due to the short-period dominant component excited by nonlinearity such as a hysteresis damper constituting the seismic isolation device is effectively reduced.

In the invention of claim 3, the ground improvement body has higher rigidity than the support layer .

In invention of Claim 3, the short period component of the earthquake motion input into a base part reduces effectively by making a ground improvement body higher rigidity than a support layer. Therefore, the vibration in the secondary vibration mode of the structure due to the short-period dominant component excited by nonlinearity such as a hysteresis damper constituting the seismic isolation device is effectively reduced.

  According to a fourth aspect of the present invention, the ground improvement body is configured in a lattice shape in plan view.

  In the invention according to the fourth aspect, the rigidity of the entire ground improvement body can be effectively increased by forming the ground improvement body in a lattice shape in plan view. Therefore, the short-period component of the ground motion input to the foundation is effectively reduced, and as a result, the secondary of the structure due to the short-period dominant component excited by nonlinearity such as the hysteresis damper that constitutes the seismic isolation device. Vibration in the vibration mode is effectively reduced.

The invention of claim 5 is a foundation portion provided on the soft ground, a seismic isolation device that is installed on the foundation portion and supports a structure, is formed on the soft ground, and has higher rigidity than the soft ground, Applied to a foundation structure comprising a ground improvement body that does not reach a support layer that is harder than the soft ground below the soft ground, and has a short period of ground motion excited by the nonlinearity of the seismic isolation device a first step of calculating the dominant component, so as to reduce the response of the secondary period of the structure due to dominant components of short-period determined by the first step, the structure of the soil improvement material,該地Release improvement Based on the calculation result of calculating the improvement rate of the soft ground by the body, a second step of setting the ground equivalent to the shear rigidity of the soft ground, and evaluating and determining the acceleration response of the ground surface of the ground , I have.

  In invention of Claim 5, the influence which a structure receives at the time of an earthquake reduces by making the primary period of a structure into a long period with a seismic isolation apparatus. In addition, the ground improvement body with high rigidity formed on the soft ground causes an input loss of the ground motion, and the short period component of the ground motion input to the foundation is reduced. Therefore, the vibration of the secondary vibration mode of the structure due to the short-period dominant component excited by nonlinearity such as a hysteresis damper constituting the seismic isolation device is reduced.

  ADVANTAGE OF THE INVENTION According to this invention, the short period component of the ground motion input into the structure supported by the seismic isolation apparatus can be reduced.

It is a vertical sectional view showing typically the foundation structure concerning one embodiment of the present invention. (A) which shows the ground improvement body and pile which comprise a foundation structure is an expanded perspective view, (B) is a horizontal sectional view. (A) is a perspective view of the laminated rubber which comprises the seismic isolation apparatus which comprises a foundation structure, (B) is a perspective view of the damper which comprises the seismic isolation apparatus which comprises a foundation structure. (A) is a vertical sectional view showing a basic structure of a comparative example to which the present invention is not applied, and (B) is a vertical sectional view shown in FIG. It is a schematic diagram (graph) which shows a floor response spectrum. (A) is a graph which shows the horizontal acceleration on the bottom part of a seismic isolation pit in the basic structure of this embodiment, (B) is a graph which shows the horizontal acceleration of a surface layer. (A) is the part of the horizontal acceleration on the surface layer (near the ground surface), the horizontal acceleration on the bottom of the seismic isolation pit, the horizontal acceleration on the first floor of the structure and the Fourier amplitude of the horizontal acceleration on the 12th floor of the structure. (B) is a graph when there is no smoothing processing such as a Parzen window indicating the horizontal acceleration of the surface layer (near the ground surface) and the Fourier acceleration of the horizontal acceleration on the bottom of the seismic isolation pit. is there. (A) is a figure which shows typically the ratio of the Fourier spectrum of the horizontal acceleration of a seismic isolation pit, and the Fourier spectrum of the horizontal acceleration of a surface layer based on a measured value, (B) is the Fourier spectrum of the horizontal acceleration of a structure. And (C) is a ratio of the Fourier spectrum of the horizontal acceleration of the structure to the horizontal acceleration of the surface layer. It is a figure which shows typically based on a measured value. (A) is a graph showing respective time history waveforms of the horizontal acceleration of the first floor of the structure directly above the seismic isolation pit and the acceleration of the 12th floor, which is the top floor of the structure, and (B) is (A). It is the figure which expanded the part enclosed with B. (A) is a graph showing the ratio of the horizontal acceleration response spectrum on the bottom of the base isolation pit in the east-west direction of the structure and the horizontal acceleration response spectrum of the surface layer, and (B) is the base isolation pit in the east-west direction of the structure. It is a graph which shows ratio of the horizontal acceleration response spectrum on the bottom part of a surface, and the horizontal acceleration response spectrum of a surface layer.

<Embodiment>
An embodiment of the present invention will be described with reference to the drawings.

(ground)
As shown in FIG. 1, the structure 10 is constructed on a soft soft ground 20 that may be liquefied. The soft ground 20 has a three-layer structure of a surface layer (near the ground surface) 22, a soft layer 24 constituting an upper layer portion, and an overconsolidated layer 26 having higher rigidity than the soft layer 24 constituting a lower layer portion. Yes. Further, a support layer (non-liquefied layer) 28 exists under the soft ground 20 (see also FIG. 2A). In addition, this ground structure is an example, Comprising: It is not limited to this. For example, a ground configuration in which the surface layer 22 does not clearly exist may be used.

(Basic structure)
A foundation structure 100 according to an embodiment of the present invention includes a seismic isolation pit 110 as an example of a base portion provided on a soft ground 20, and a seismic isolation device 200 that is installed in the seismic isolation pit 110 and supports the structure 10. A planar grid-like ground improvement body 150 (see also FIG. 2) formed on the soft ground 20 and having higher rigidity than the soft ground 20, and a pile 120 (see also FIG. 2) embedded in the support layer 28. It is configured to include.

(Planar grid-like ground improvement body)
As shown in FIGS. 1 and 2, the planar grid-like ground improvement body 150 is configured by a plurality of vertical walls 152 in a planar grid pattern. The ground improvement body 150 is formed so as to reach the overconsolidated layer 26 constituting the lower layer portion of the soft ground 20. The ground improvement body 150 is made of a material having higher rigidity than the soft ground 20. Furthermore, in this embodiment, the ground improvement body 150 is comprised with the material higher than the rigidity of the support layer 28 harder than the soft ground 20. In this embodiment, the ground improvement body 150 is comprised with the ground improvement material which has a cement as a main component.

  In addition, the formation (formation) method of the ground improvement body 150 is not limited. As an example, in the present embodiment, a deep-mixing processing method (DCM method (registered)) is formed by stirring and mixing with soil while discharging a slurry-like cement-based solidified material when penetrating and drawing using a deep-mixing processing machine. (Trademark): Deep Cement Mixing). The ground improvement body 150 is created (formed).

  The overconsolidated layer 26 is a sufficiently consolidated ground, and in this embodiment, the layer that transmits seismic motion propagating in the ground from the lower part to the ground improvement body 150 rather than the soft layer 24 in the upper layer part. It is.

(Pile)
As shown in FIG. 1 and FIG. 2, the pile 120 is provided at each lattice 154 portion of the ground improvement body 150, and the lower end portion 122 is embedded in the support layer 28. In addition, in this embodiment, although the lower end part 122 of the pile 120 is rooted in the support layer 28 in this way, it does not need to be rooted.

(Seismic isolation pit)
As shown in FIG. 1, the seismic isolation pit 110 is made of reinforced concrete, and is provided on the ground grid 150 and the pile 120 having a planar lattice shape. That is, the seismic isolation pit 110 is supported by the ground improvement body 150 and the pile 120.

  The base isolation pit 110 includes a bottom portion 112 and a peripheral wall 114, and the base isolation device 200 is provided on the bottom portion 112 of the base isolation pit 110.

(Seismic isolation device)
As shown in FIG. 1, the seismic isolation device 200 includes a laminated rubber 210 (FIG. 3 (A)) as an example of an isolator and a damper 220 (FIG. 3 (B)) as an example of an energy absorption device. Has been. The seismic isolation device 200 (laminated rubber 210 and damper 220) is connected to the bottom 112 of the seismic isolation pit 110 and the structure 10. In addition, the laminated rubber 210 is installed immediately above the pile 120. The structure 10 is constructed on the seismic isolation device 200 (laminated rubber 210 and damper 220).

  The laminated rubber (isolator) 210 has a function of changing a short-period vibration to a long-period vibration, and the damper (energy absorption device) 220 is used to quickly stop the structure 10 that has changed to a long-period vibration. It has a function to absorb energy.

  As shown in FIG. 3A, the laminated rubber 210 constituting the seismic isolation device 200 has a configuration in which rubber plates 212 and steel plates 214 are alternately laminated in the thickness direction. Note that the laminated rubber is not limited to the structure shown in FIG. Laminated rubber having other configurations may be used. Furthermore, it may be an isolator other than laminated rubber, for example, a sliding seismic isolation bearing.

  As shown in FIG. 3B, the damper 220 is a steel rod damper that absorbs energy when the petal-shaped steel rod 222 is deformed. Note that the damper is not limited to the structure shown in FIG. A history damper having another configuration may be used. Furthermore, an energy absorbing device that exhibits non-linearity other than the damper may be used.

  The seismic isolation device 200 of the present embodiment is a separate type in which a laminated rubber (isolator) 210 (FIG. 3A) and a damper (energy absorption device) 220 (FIG. 3B) are separately installed. Although there was, it is not limited to this. An integrated seismic isolation device in which an isolator and an energy absorbing device are integrated may be used.

(Structure)
As shown in FIG. 1, the structure 10 has a rigid frame structure having columns 12 and beams 14. And the laminated rubber 210 which comprises the seismic isolation apparatus 200 is installed in the bottom part 112 of the seismic isolation pit 110 so that it may be located directly under the pillar 12. FIG.

<Action and effect>
Next, the operation and effect of this embodiment will be described.

(Comparative example)
First, a comparative example to which the present invention is not applied will be described.

  A base structure 500 of a comparative example shown in FIG. 4A includes a seismic isolation pit 110 provided on the soft ground 20, a seismic isolation device 200 installed on the seismic isolation pit 110 and supporting the structure 10, and a pile 120 ( 1 and FIG. 4 (B)) and a thicker pile 520. The seismic isolation pit 110 is provided on the pile 520.

  As described above, in the basic structure 500 of the comparative example, the ground improvement body 150 (FIG. 1, FIG. 4 (B)) having a planar lattice shape is formed (formed) on the soft ground 20 with respect to the basic structure 100 to which the present invention is applied. The structure is not done. Further, the seismic isolation pit 110 and the structure 10 are supported by the thick pile 520 because the ground improvement body 150 is not formed.

(Effect of seismic motion of structure)
The basic structure 500 of the comparative example of FIG. 4A and the basic structure 100 of the present embodiment of FIG. 4B (see also FIG. 1) make the primary period of the structure 10 a long period by the seismic isolation device 200. Thus, the influence (damage) on the structure 10 during the earthquake is reduced.

  Here, it is known that the shaking of the soft ground 20 greatly amplifies as it approaches the surface layer 22 (ground surface), and the ground motion of the surface layer 22 increases. However, such an amplification component of the ground motion has a short period mainly, and the structure 10 supported by the seismic isolation device 200 with a long primary period is considered to be hardly affected by the short period component of the ground motion.

  However, according to the study by the present inventors, the maximum value of the vibration (swing) of the structure 10 supported by the seismic isolation device 200 as in the comparative example is excited by the nonlinearity of the damper 220 constituting the seismic isolation device 200. It was found to be dominated by the “second-order vibration mode due to the dominant component of the short period”. This can be seen from the fact that the structure 10 vibrates in a short period (about 0.4 seconds) during long-period vibration, as shown in FIG. 9 described later.

  It is well known that the short period is excited by non-linearity such as a hysteresis damper (damper 220 in the present embodiment) constituting the seismic isolation device. For example, the Seismic Isolation Structure Design Guidelines (ISBN-4) of the Architectural Institute of Japan. -8189-0529-1), page 199 and the like. In the case of linear, if there is no high-order (= short cycle) component in the input, that component will not appear in the (acceleration) response. ), An impulse is generated, which stimulates the entire frequency and excites a short period (= higher order).

  FIG. 5 is a schematic diagram (graph) showing a floor response spectrum shown on page 121 of the above-mentioned Seismic Isolation Structure Design Guidelines (ISBN-4-8189-0529-1) of the Architectural Institute of Japan. This schematic diagram shows the period Tf of the laminated rubber (isolator) only, and the spring constant of the laminated rubber (isolator) and the damper, among the primary natural periods of the seismic isolation structure supported by the base via the seismic isolation device. It is shown that there is a secondary period T2 in addition to the response amplification between the period Ts obtained from the sum of and the period Ts. The input ground motion has waves of various frequency components, and it is shown that the response acceleration of the seismic isolation structure in the secondary period T2 is amplified by the nonlinear characteristic of the damper. Further, it is suggested that if the seismic isolation device has non-linearity when the input seismic motion with a high frequency component is not reduced, higher order modes are excited.

  Therefore, in the foundation structure 500 of the comparative example shown in FIG. 4A, since the horizontal rigidity of the pile 520 is small and hardly resists the response of the ground, the seismic motion input to the seismic isolation pit 110 that supports the seismic isolation device 200. Becomes an input close to the ground motion of the surface layer 22 (the ground surface), and therefore the structure 10 supported by the seismic isolation device 200 shakes greatly in the secondary period (secondary vibration mode) due to the dominant component of the short period.

  On the other hand, in the basic structure 100 of the present embodiment shown in FIGS. 1 and 4B, an input loss of seismic motion is generated by the highly rigid ground improvement body 150 formed (formed) on the soft ground 20, and seismic isolation is performed. Short period components of the ground motion input to the pit 110 are reduced. Therefore, the vibration of the secondary vibration mode of the structure 10 due to the short-period dominant component excited by the nonlinearity of the damper 220 constituting the seismic isolation device 200 is reduced.

  That is, as shown in FIG. 4A, in the case of the basic structure 500 of the comparative example, the acceleration B1 is generated in the seismic isolation pit 110 by the acceleration A of the surface layer 22 (ground surface) of the soft ground 20, and the structure 10 Becomes the acceleration C1.

  On the other hand, as shown in FIG. 4B, in the case of the foundation structure 100 of the present embodiment, the input loss is caused by the ground improvement body 150 having high rigidity, so that the acceleration in the seismic isolation pit 110 is smaller than the acceleration B1. As a result, the structure 10 becomes an acceleration C2 smaller than the acceleration C1.

  Further, by forming the ground improvement body 150 so as to reach the overconsolidated layer 26 constituting the lower layer portion of the soft ground 20, the short period component of the ground motion input to the seismic isolation pit 110 is effectively reduced, As a result, the vibration of the secondary vibration mode of the structure 10 is effectively reduced.

  Further, by configuring the ground improvement body 150 with a material having higher rigidity than the support layer 28, the short-period component of the ground motion input to the seismic isolation pit 110 is further effectively reduced. As a result, the structure 10 The vibration in the secondary vibration mode is further effectively reduced.

  In addition, the effect of an input loss improves by raising the rigidity ratio of the ground improvement body 150 and the soft ground 20 in this way. Therefore, the ground improvement body 150 uses the cement-based solidifying material as described above. However, the material of the ground improvement body is not limited to the cement-based solidifying material.

  Moreover, the rigidity of the whole ground improvement body 150 can be effectively made high by forming the ground improvement body 150 in a grid | lattice form by planar view. Therefore, the short period component of the ground motion input to the seismic isolation pit 110 is further effectively reduced, and as a result, the vibration of the secondary vibration mode of the structure 10 is further effectively reduced.

  Moreover, the pile 120 of this embodiment is compared with the pile 520 (FIG. 4 (A)) of a comparative example by combining the ground improvement body 150 with the function to prevent liquefaction and to enhance the vertical and horizontal supporting forces. (Pile diameter, pile length, number) can be reduced, and as a result, construction costs can be reduced. Furthermore, it is also possible to set it as the foundation structure in which the pile 120 is not provided.

(Design method)
Next, an example of a design method for the foundation structure 100 will be described.

  First, a short-period dominant component of the ground motion excited by the nonlinearity of the seismic isolation device 200 that supports the structure 10 is calculated (first step).

  Specifically, by performing a response analysis of the structure 10 in consideration of the seismic isolation device 200 and specifying the secondary mode, the dominant component of the short period of the excited ground motion can be found.

  Next, the soft ground 20 provided with the seismic isolation pit (foundation) 200 provided with the seismic isolation device 200 so as to reduce the response of the secondary period of the structure 10 due to the obtained dominant component of the short period. The structure (depth, improvement rate, shear rigidity, etc.) of the ground improvement body 150 to be formed is calculated (second step).

  Specifically, the improvement rate of the original ground (soft ground 20) by the ground improvement body 150 is calculated based on the arrangement of the ground improvement body 150, and the equivalent ground of the equivalent ground is considered by appropriately considering the degree of reduction in the shear rigidity of the original ground. The structure of the ground improvement body 150 is determined by setting the shear rigidity and evaluating the acceleration response of the ground surface by performing one-dimensional response analysis of the ground.

(Verification data)
Next, by creating (forming) the ground improvement body 150 having high rigidity on the soft ground 20, the short-period component of the ground motion input to the seismic isolation pit 110 is reduced. As a result, the seismic isolation device 200 is configured. The verification data which verified that the vibration of the secondary vibration mode of the structure 10 due to the short-period dominant component excited by the nonlinearity of the damper 220 is reduced will be described.

[Input loss effect by ground improvement body and seismic isolation pit]
In the foundation structure 100 of the present embodiment, as shown in FIG. 6 (A), the horizontal acceleration on the bottom portion (foundation slab) 112 (Raft) of the seismic isolation pit 110 is about 100 gal, but FIG. As shown, the horizontal acceleration of the surface layer 22 (GL-1.5 m) is about 175 gal. Thus, the horizontal acceleration of the bottom 112 of the seismic isolation pit 110 is reduced to about 60% of the horizontal acceleration of the surface layer 22, and an input loss due to the effect of embedding the ground improvement body 150 is clearly seen.

  FIG. 7A shows the horizontal acceleration on the surface layer (GL-1.5 m), the horizontal acceleration on the bottom of the seismic isolation pit (Raft), and 1 of the structure when there is a Parzen window (kernel density estimation). The Fourier amplitudes of the horizontal acceleration of the first floor (1F) and the horizontal acceleration of the 12th floor (12F) of the structure are shown. FIG. 7B shows horizontal acceleration on the surface layer (GL-1.5 m) and horizontal on the bottom of the seismic isolation pit (Raft) when there is no smoothing process such as a Parzen window (kernel density estimation). The Fourier amplitude of acceleration is shown for reference.

  In FIGS. 7A and 7B, when the horizontal acceleration on the bottom 112 of the seismic isolation pit 110 and the Fourier spectrum of the horizontal acceleration on the surface layer 22 are compared, the horizontal acceleration of the seismic isolation pit 110 is equal to the input loss. It can be seen that short-period components of 1 s or less are significantly reduced.

  However, as shown in FIG. 7A, in the first floor (1F) and the 12th floor (12F) of the structure 10, the reduction ratio in the vicinity of 0.4 s (2.5 Hz) corresponding to the secondary period is small. I understand that.

  FIG. 8A shows the Fourier spectrum of the horizontal acceleration on the bottom (basic slab) 112 of the seismic isolation pit 110 (the acceleration B1 of the comparative example of FIG. 4A and the acceleration B2 of the present embodiment of FIG. 4B). ) And the Fourier spectrum of the horizontal acceleration of the surface layer 22 (near the ground surface) (acceleration A in FIGS. 4A and 4B) are schematically shown based on the actual measurement values. .

  As can be seen from this, the basic structure 100 (FIG. 4B) of the present embodiment is 1 s or less (1 Hz or more) due to input loss compared to the basic structure 500 of the comparative example (FIG. 4A). The short period component of is greatly reduced.

  8C shows the Fourier spectrum of the horizontal acceleration of the first floor of the structure 10 (acceleration C1 in FIG. 4A and acceleration C2 in FIG. 4B) and the surface layer 22 (near the ground surface). The ratio of the horizontal acceleration (acceleration A in FIGS. 4A and 4B) to the Fourier spectrum is schematically shown based on the actual measurement values.

  As can be seen from this, the basic structure 100 (FIG. 4B) of the present embodiment is 1 s or less (1 Hz or more) due to input loss compared to the basic structure 500 of the comparative example (FIG. 4A). The short period component of is greatly reduced.

[Explanation that the maximum value (maximum acceleration) of the shaking of the structure is governed by the secondary period of the structure]
FIG. 8B shows the Fourier spectrum of horizontal acceleration on the first floor of the structure 10 (acceleration C1 in FIG. 4A and acceleration C2 in FIG. 4B) and the bottom of the seismic isolation pit 110 (basic slab). The ratio of the Fourier spectrum of the horizontal acceleration on 112 (the acceleration B1 in FIG. 4A and the acceleration B2 in FIG. 4B) is schematically shown based on the actual measurement values. This corresponds to the ratio between the acceleration B1 and acceleration C1 of the comparative example of FIG. 4A and the acceleration B2 and acceleration C2 of the present embodiment of FIG. 4B.

  Further, since the ratio between the seismic isolation pit responses B1 and B2 and the building responses C1 and C2 is the same, the amplification at 0.4 s (2.5 Hz) corresponding to the secondary period of the structure 10 in FIG. Is clearly seen.

  Note that the natural period of the structure 10 without the seismic isolation device 200 is that the Fourier spectrum ratio of the 12th floor 1 to the first floor is about 1.5 Hz, and 2.5 Hz is the primary natural period of the structure 10 itself. Absent.

  FIG. 9A shows time history waveforms in the horizontal acceleration on the first floor of the structure 10 immediately above the seismic isolation pit 110 and the acceleration on the 12th floor, which is the top floor of the structure 10.

  As can be seen from expanding the waveform of FIG. 9A as shown in FIG. 9B, the phase is reversed in the secondary mode (period 0.4 seconds), and the upper structure portion of the structure 10 ( It can be seen that the maximum response acceleration of the 12th floor is governed by the secondary vibration mode (secondary period) of the structure 10.

  Although illustration is omitted, the Fourier spectrum of the acceleration on the first floor of the structure 10 immediately above the seismic isolation pit 110 and the 12th floor which is the top floor of the structure 10 is 0.4 corresponding to the secondary period of the structure 10. It was confirmed that an increase in (2.5 Hz) was clearly observed.

[Effect of ground improvement body (comparison with comparative example without ground improvement body)]
As described above, as schematically shown in FIG. 8C, the basic structure 100 (FIG. 4B) of the present embodiment is the basic structure 500 of the comparative example (FIG. 4A). Compared with, the short period component of 1 s or less (1 Hz or more) is significantly reduced by the input loss.

  In addition, in the case of the basic structure 500 of the comparative example without the ground improvement body 150 (FIG. 4A), the ground motion input to the lower part of the seismic isolation pit 110 is substantially equal to the acceleration A of the surface layer 22 (near the ground surface). Therefore, it is estimated to be about 175 gal.

  FIG. 10 shows a basic structure 500 (FIG. 4A) of a comparative example in which the ground improvement body 150 is not formed (formed) and a basic structure 100 of the present embodiment in which the ground improvement body 150 is formed (formed). (FIG. 1, FIG. 4 (B)) and the result of having performed the FEM analysis of the comparison of the input loss are shown.

  Specifically, FIG. 10 shows the ratio between the horizontal acceleration response spectrum on the bottom (basic slab) 112 of the seismic isolation pit 110 and the horizontal acceleration response spectrum on the surface layer 22 (near the ground surface).

  As can be seen from FIG. 10, the basic structure 100 (FIG. 4B) of the present embodiment is less than 1 s (1 Hz) due to input loss compared to the basic structure 500 of the comparative example (FIG. 4A). The above-mentioned short period component is greatly reduced. Therefore, when the seismic isolation device 200 is used, the swing of the upper structure portion of the structure 10 supported by the foundation structure 100 of this embodiment is about 60% as compared with the case of being supported by the foundation structure 500 of the comparative example. Is estimated to be reduced.

<Others>
The present invention is not limited to the above embodiment.

  Moreover, it cannot be overemphasized that it can implement with a various aspect in the range which does not deviate from the summary of this invention.

DESCRIPTION OF SYMBOLS 10 Structure 20 Soft ground 22 Surface layer 24 Soft layer 26 Overconsolidated layer 28 Support layer 100 Foundation structure 110 Seismic isolation pit (an example of a foundation part)
150 Ground improvement body 200 Seismic isolation device 210 Laminated rubber (an example of an isolator)
220 damper (an example of a history damper)

Claims (5)

A foundation provided on soft ground;
A seismic isolation device installed on the foundation and supporting the structure;
Wherein formed on the soft ground, the rigid than the soft ground is rather high, and the ground improvement body does not reach the solid support layer than soft weak ground in the lower layer than the soft ground,
Basic structure with The ground improvement body is formed so as to reach an overconsolidated layer constituting a lower layer portion of the soft ground.
The foundation structure according to claim 1. The ground improvement body has higher rigidity than the support layer,
The foundation structure according to claim 1 or claim 2. The ground improvement body is configured in a lattice shape in plan view,
The foundation structure according to any one of claims 1 to 3. A foundation provided on soft ground;
A seismic isolation device installed on the foundation and supporting the structure;
A ground improvement body that is formed on the soft ground, has a higher rigidity than the soft ground, and does not reach a support layer that is harder than the soft ground below the soft ground;
Applied to the foundation structure with
A first step of calculating a short period dominant component of the ground motion excited by the nonlinearity of the seismic isolation device;
So as to reduce the response of a secondary period of the structure due to dominant components of short-period determined by the first step, the structure of the soil improvement material, calculates the improvement ratio of the soft ground by該地Edition improved body Based on the calculated results, the second step of setting the ground equivalent to the shear stiffness of the soft ground, evaluating and determining the acceleration response of the ground surface of the ground ,
A method for designing a foundation structure comprising: