JPH10325124A - Gravity-type earth-pressure resisting structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To maintain the stability against the earth pressure and hydraulic pressure at the ordinary time, and also to prevent the reduction in the stability at the time of an earthquake. SOLUTION: A gravity-type earth-pressure resisting structure is made up of a wall body 2 having both a pressure-resisting part 2b for receiving the horizontal force such as an earth pressure and a foundation part 2a for receiving the weight, and a mass body 3 that is arranged on the foundation part 2a of the wall body 2 for receiving the weight necessary for stabilizing the structure as the gravity type earth-pressure resisting structure 1. The structure is also provided with a base isolation/vibration control means 4 which are arranged between the wall body 2 and the mass body 3 while adding the weight of the mass body 3 to the wall body 2 for oscillatably supporting the mass body 3 by the wall body 2.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a gravity type anti-earth pressure structure used for mooring piers, seawalls, retaining walls, gravity dams, and the like. More specifically, the present invention relates to a gravity-type anti-earth pressure structure having a seismic isolation structure.

[0002]

2. Description of the Related Art In mooring berths, seawalls, retaining walls, gravity dams, and the like, a gravity-type anti-earth pressure structure is used for retaining earth against the earth pressure of the soil behind and the water pressure of water. For example, as the gravity type anti-earth pressure structure on the mooring shore, a wall 100 having an L-shaped cross section may be used as shown in FIG. This wall 100
At this time, the upright retaining wall 101 holds the soil, and at the same time, the weight of the soil 103 on the horizontal base 102 is reduced by the wall 100.
Support so that it does not fall. Then, the wall 100 and the base 1
The soil 103 on 02 serves as one weight body as a whole, and supports the earth pressure P acting from the land side to the sea side.

As a wall body 100 used on a mooring shore, there is a caisson type wall body as shown in FIG. In the wall body 100, the earth and sand 104 inside the caisson and the soil 103 on the wall body 100 form a single weight body as a whole, and support the earth pressure P acting from the land side to the sea side.

[0004]

However, in the above-described wall body 100, the weight of the wall body 100 and the surrounding soil is entirely reduced as inertial force by the acceleration generated in the wall body 100 and the surrounding soil during a large earthquake. It acts on the wall 100. As a result, a large inertial force acts on the wall 100 in addition to the earth pressure P and the water pressure, so that the stability of the wall 100 deteriorates.

In order to cope with this, it is conceivable to improve the stability at the time of an earthquake by making the wall 100 heavier. However, since the inertia force is rather increased, the stability at the time of the earthquake is eventually increased. Can not be improved. On the other hand, if the weight of the wall 100 itself is reduced to reduce the inertial force of the wall 100 generated by the earthquake, the stability of the wall 100 against earth pressure and water pressure during normal times when no earthquake occurs will deteriorate. I will.

On the other hand, it is conceivable to apply seismic isolation / damping structures applied to buildings in recent years to gravity-type anti-earth pressure structures. However, these buildings are independent on the ground, Unlike seismic structures, they do not receive huge horizontal forces such as earth pressure and water pressure at all times, so the seismic isolation / vibration damping device is fixed in a state where it is pressed against the direction of horizontal force. You lose functionality. Therefore, there is a problem that it is difficult to apply a conventionally known seismic isolation / damping structure to a gravity type anti-earth pressure structure.

Accordingly, an object of the present invention is to provide a gravity-type anti-earth pressure structure capable of maintaining stability against normal earth pressure and water pressure and preventing a decrease in stability during an earthquake.

[0008]

In order to achieve the above object, a gravity type anti-earth pressure structure according to claim 1 has a wall having an anti-pressure portion receiving horizontal force such as earth pressure and a base portion receiving weight. A body, a mass placed on the foundation of the wall to bear the weight required to stabilize it as a gravity-type anti-earth pressure structure, and a wall placed between the walls and the mass Seismic isolation / vibration suppression means for supporting the mass body on the wall so as to vibrate while applying the weight of the mass body is provided. Here, it is preferable that the seismic isolation / vibration suppression means is disposed on the base of the wall and the mass body is directly supported by the base of the wall. However, the present invention is not particularly limited thereto. The mass body may be supported so as to be suspended via seismic isolation / vibration suppression means.

Therefore, when the wall and the surrounding soil vibrate due to the occurrence of the earthquake, the mass supported by the seismic isolation / damping means is isolated and vibrates with an amplitude smaller than the vibration of the wall. Alternatively, the wall is vibrated in a direction opposite to the vibration of the wall to dampen the wall. Thereby, the inertial force generated in the wall body can be made smaller than the inertial force when the same weight mass is fixed to the wall body so as not to vibrate. For this reason, the inertia force generated in the entire gravity-type anti-earth pressure structure is reduced, so that the stability during an earthquake can be improved. Further, since the weight of the mass body is hung on the wall body, the weight of the gravity type anti-earth pressure structure is the total weight of the wall body and the mass body. For this reason,
It is possible to improve the stability against earthquakes while maintaining the stability against normal earth pressure and water pressure at the same weight as the gravity type anti-earth pressure structure which fixed the mass body to the wall so that it does not vibrate. it can.

[0010] In the gravity type anti-earth pressure structure according to claim 3, the wall is a caisson, and the mass body and the seismic isolation / vibration suppression means are provided inside the caisson. In this case, regarding the existing gravity type anti-earth pressure structure using a caisson, the gravity type anti-earth pressure structure of the present invention can be obtained by replacing the contents of the caisson with a mass body and seismic isolation / damping means. it can.

[0011]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The configuration of the present invention will be described below in detail based on an example of an embodiment shown in the drawings. As shown in FIGS. 1 and 2, the gravity type anti-earth pressure structure 1 according to the present invention has an anti-pressure portion 2b which receives a huge horizontal force such as earth pressure or water pressure.
A wall 2 having a base portion 2a which receives a load and weight in the vertical direction, a mass 3 which bears a weight necessary for stabilizing the gravity type anti-earth pressure structure, and a mass 3 It is provided with seismic isolation / vibration control means 4 for supporting the mass body 3 on the wall body 2 so as to vibrate while applying weight. In addition, the gravity type anti-earth pressure structure 1 in this embodiment is used for harbors such as quays and seawalls.
It is used as a fishing port / marine structure.

The wall 2 is a so-called L-shaped block having an L-shaped cross section, and its base 2a is arranged facing the water side. The shape of the base portion 2a is rectangular, and is arranged with its long side in a direction along the shore. However, the shape and arrangement of the base 2a are not limited to this, and the base 2a may be arranged with the short side of the base 2a along the shore, for example, as in the gravity type anti-earth pressure structure 1 shown in FIGS. Can also. A plurality of wall bodies 2 are arranged along the shore to form a quay wall.
In addition, the base rubble 5
Has been laid.

An anti-pressure portion 2b standing upright with respect to the base portion 2a is used for retaining the quay. Backfill stones 6 are piled on the land side of the pressure resistance portion 2b. The inclination of the backing stone 6 on the side opposite to the pressure-resistant portion 2b is about 1: 1 to 1: 1.2. The landfill 7 is piled on the land side of the backfill stone 6.

A caisson is used as the mass body 3 as shown in FIGS. The caisson 3 is not particularly required to have a special shape or material, and is formed with four compartments 8a opened upward in a general caisson, for example, a concrete block body 8, and each compartment 8a is filled with a center. It is preferable to use one that is filled with sand 9 and sealed with a concrete lid 10. However, the filling material to be sealed in the caisson is not limited to sand, but may be water, sand, scrap iron, water alone, or a metal having a large mass. The mass body 3 is not limited to the caisson as shown in FIGS. 1 to 3, but may be a stack of concrete multi-stage blocks 11 as shown in FIG. 4, or a concrete or metal such as iron or lead. May consist of a single mass of Furthermore, as the mass body 3, a wave-dissipating block or a wave-dissipating caisson can also be used.

As shown in FIGS. 1 and 2, a seismic isolation / damping means 4 is provided between the bottom surface 3a of the mass body 3 and the base portion 2a of the wall body 2.
Is disposed, and the mass body 3 is supported by the wall body 2 via the seismic isolation / vibration suppression means 4. As the seismic isolation / vibration suppression means 4, for example, any means known as a seismic isolation / vibration suppression device for a building can be used. For example, it is preferable to use seismic isolation rubber or laminated rubber in which a large number of rubber plates and steel plates are alternately laminated.

When the above-described gravity type earth pressure structure 1 is used, the weight acting on the foundation rubble 5 from the base portion 2a of the wall 2 is the weight of the gravity type earth pressure resistance structure 1, that is, the wall 2 And the weight of the mass body 3. For this reason, the foundation 2a
The weight acting on the basic rubble 5 can be set sufficiently large with respect to the earth pressure from the backfill stone 6. For this reason,
In normal times when no earthquake occurs, the quay can be maintained against earth pressure and water pressure.

When an earthquake occurs, the gravity-type anti-earth pressure structure 1, the backfill stone 6, and the landfill 7 vibrate, and acceleration is generated in these. At this time, the mass body 3 which bears the weight necessary for stabilizing the gravity type anti-earth pressure structure is vibrated and separated from the wall body 2 via the laminated rubber 4. Due to the bearing effect 4, the horizontal vibration is isolated from the vibration of the wall 2 and vibrates. Therefore, the acceleration generated on the mass body 3 is smaller than the acceleration generated on the wall body 2. As a result, the inertial force generated in the gravity-type anti-earth pressure structure 1 can be reduced relative to the weight. Here, at the time of the earthquake, gravity-type anti-earth pressure structure 1
Are the water pressure, the earth pressure, and the inertia force, so that the external force during an earthquake can be reduced by reducing the inertia force. Therefore, the stability of the gravity type anti-earth pressure structure 1 at the time of an earthquake can be improved.

More specifically, as shown in FIG. 19, an embodiment using a mass body 3 supported by a laminated rubber 4 (in the figure, indicated by ◇ ▽)
◎ ○ □ △ mark) indicates the safety factor F is such mass 3
Is much larger at any design seismic intensity Kh than the safety factor F in the comparative example (indicated by a black circle in the figure) of the original design not using.

Further, in this gravity type anti-earth pressure structure 1,
The weight of the mass 3 is hung on the wall 2. For this reason, the gravity of the gravity-type anti-earth pressure structure 1 is the total weight of the wall 2 and the mass body 3, so that the stability of the gravity-type anti-earth pressure structure 1 at normal time can be improved.

If the same stability as that of the gravity type anti-earth pressure structure 1 in which the mass body 3 is fixed to the wall body 2 so as not to vibrate is obtained, the weight of the gravity type anti-earth pressure structure 1 can be reduced. Can be achieved. And gravity type anti-earth pressure structure 1
Since the width of the wall 2 can be reduced by reducing the weight of the device, foundation construction costs can be reduced.

Further, since the ground reaction force can be reduced by reducing the inertial force generated in the gravity type anti-earth pressure structure 1, the strength required for the ground is reduced, and the ground can be formed easily and at low cost. Become like

Further, since existing laminated rubber or the like can be used as the seismic isolation / vibration damping means 4, a commercially available seismic isolation rubber can be appropriately selected according to the vibration absorbing performance and cost and easily obtained. And its realization is easy.

The above embodiment is an example of a preferred embodiment of the present invention, but the present invention is not limited to this, and various modifications can be made without departing from the gist of the present invention. For example, in the present embodiment, the laminated rubber 4 which is the seismic isolation rubber is used as the seismic isolation / vibration suppression means, but the invention is not limited to this. For example, a damper or the like can be used as the seismic isolation device. In addition, a hanging tool such as a chain, a wire, or a link can be used as the seismic isolation / vibration control means. In this case, the wall body 2 is formed of, for example, a caisson as shown in FIG. 9, and the mass body 3 is suspended from the lid 15 to the inside of the caisson by a suspension tool so as to be able to vibrate. In any case, it is needless to say that the gravity type anti-earth pressure structure 1 can be isolated or damped during an earthquake.

Further, by installing a vibration damping means, the mass body 3 can be made to vibrate the gravity type anti-earth pressure structure 1 at the time of an earthquake. That is, during the earthquake, the mass body 3 is
A vibration damping means is provided so as to vibrate in a direction opposite to the vibration direction. For example, seismic isolation rubber / laminated rubber is used as the seismic isolation / vibration suppression means, and a hydraulically driven actuator is provided between the mass body 3 and the wall body 2. Vibration can be controlled by controlling the displacement (for example, AMD (Active Mass Damper) manufactured by Bridgestone Corporation). In this case, the stability of the gravity type anti-earth pressure structure 1 at the time of the earthquake can be further improved.

Further, in the above-described embodiment, the wall 2 is L-shaped including only the pressure-resistant portion 2b and the base portion 2a.
The invention is not limited to this, and a support wall 2c may be provided between the pressure-resistant portion 2b and the base portion 2a as shown in FIG. According to this, the strength of the resistance portion 2b against the earth pressure can be improved. Also in this case, it is needless to say that the gravity type anti-earth pressure structure 1 can be isolated or damped during an earthquake.

Further, in the above-described embodiment, the base portion 2a is formed only on the sea side with respect to the pressure-resistant portion 2b. However, the present invention is not limited to this, and as shown in FIG. It may be formed on both the side and the land side.
Further, a support wall 2c is provided between the sea-side base portion 2a and the resisting portion 2b, and a retaining wall 2d is provided between the land-side base portion 2a 'and the resisting portion 2b. Is preferred. According to this, the strength of the resistance portion 2b against the earth pressure can be further improved. Also in this case, it is needless to say that the gravity type anti-earth pressure structure 1 can be isolated or damped during an earthquake.

Further, in the above-described embodiment, an example in which one mass body 3 is provided for one wall body 2 and each gravity type anti-earth pressure structure 1 is independent has been mainly described. However, the present invention is not particularly limited to this, and a plurality of wall bodies 2 may be arranged side by side as shown in FIG. 7, and the wall bodies 2 may be installed so as to straddle the mass body 3 between the adjacent base parts 2 a, 2 a. Also in this case, it is needless to say that the gravity type anti-earth pressure structure 1 can be isolated or damped during an earthquake. Although not shown, a plurality of mass bodies 3 may be installed on one wall body 2. In this case, the same effect can be obtained.

In each of the embodiments shown in FIGS. 1 to 7, the laminated rubber 4 as the seismic isolation / vibration control means is provided on the bottom surface 3a of the mass body 3.
And the base 2 a of the wall 2, but is not particularly limited to this. For example, as shown in FIG.
When a housing having an opening at the upper side is used, the laminated rubber 4 is installed on the end surface of the opening edge of the wall 2, and the upper flange 3 b of the mass body 3 is placed on each laminated rubber 4, 3
May be suspended inside the wall body 2 so as to be able to vibrate. As the mass body 3 in this case, as shown in FIG. 8, a caisson sealed with a lid 13 by filling a filling material 12 such as sand or water, water or sand or scrap iron, water alone, or a metal having a large mass is used. Or a multi-stage concrete block 1 as shown in FIG.
1 or a single block made of concrete, metal such as iron or lead.
According to this embodiment, since the laminated rubber 4 can be installed at a position close to the ground G, the maintenance of the laminated rubber 4 can be easily performed.

Here, it is preferable that water having a water level equal to or higher than the external water surface W is filled inside the wall 2. In this case, the wall 2 can increase the weight of the wall 2 by the internal water without causing buoyancy by the air with respect to the external water, and the vibration of the mass 3 generates viscosity. The vibration damping effect of the pressure structure 1 can be obtained. Further, since the water inside the wall 2 can oppose the water pressure of the external seawater, the load on the wall 2 due to the external water pressure can be reduced. That is, the structural strength of the wall 2 can be small. In FIG. 8, reference numeral 14 denotes a cover for holding a gap.

Further, in each of the embodiments shown in FIGS. 1 to 8, the mass body 3 and the laminated rubber 4 are exposed to the outside, but the invention is not limited to this. For example, as shown in FIG. 9, the mass body 3 and the laminated rubber 4 can be provided inside a box-shaped wall body 2 sealed with a lid 15. As the mass body 3 here, as shown in FIG.
6 and a caisson sealed with a lid 17, a caisson filled with water and sand or scrap iron or water only, or a metal having a large mass, or a stack of concrete multi-stage blocks 11 as shown in FIG. Alternatively, it may be made of a single lump made of concrete, metal such as iron or lead. According to this embodiment, the mass 3
Since the laminated rubber 4 is not exposed to the outside, the gravity type anti-earth pressure structure 1 can be maintenance-free.

Here, it is preferable that water having a water level equal to or higher than the external water surface W is filled inside the wall body 2. According to this, the wall 2 can increase the weight of the wall 2 by the internal water without causing buoyancy by the air with respect to the external water, and the viscous vibration of the mass 3 is generated. The vibration damping effect of the pressure structure 1 can be obtained. Further, since the water inside the wall 2 can oppose the water pressure of the external seawater, the load on the wall 2 due to the external water pressure can be reduced.

As the gravity type anti-earth pressure structure 1 in which the mass 3 and the laminated rubber 4 are sealed inside the wall 2, a wall 2 having a single internal space as shown in FIG. 9 is used. The wall 2 can be a caisson as shown in FIGS. In this case, the mass body 3 and the laminated rubber 4 are installed in each compartment of the caisson. Here, the laminated rubber 4
Can be installed directly on the base 2a of the caisson as shown in FIG. 10, or as shown in FIG. 11, on a bottom plate 17 which is filled with sand such as filling sand 16 in the caisson compartment. The structure of the wall 2 shown in FIGS. 10 and 11 can be designed to be suitable in accordance with the strength and the like required of the gravity-type anti-earth pressure structure 1. According to the gravity-type anti-earth pressure structure 1, the laminated rubber 4 and the mass body 3 can be installed by removing the filling sand of the existing caisson installed on the quay, thereby facilitating the installation work. It can be performed at low cost.

The embodiment of each gravity type anti-earth pressure structure 1 shown in FIGS. 1 to 11 is mainly applied to a gravity type anti-earth pressure structure in the sea or underwater such as a quay wall or a seawall. However, the present invention is not limited to this, and as a matter of course, as shown in FIGS. The structure may be of an open type in which the mass body 3 is exposed or a closed type in which the mass body 3 is closed, similarly to the gravity type anti-earth pressure structures of the quay and seawall shown in FIGS. Further, although the mass body 3 is also changed as necessary such as omitting the material and water depending on the use conditions and the like, basically all the structures illustrated in FIGS. It goes without saying that masses can be used.

For example, in the retaining wall shown in FIG. 12, a caisson mass body 3 is installed on a base portion 2 a of an L-shaped wall body 2 via a laminated rubber 4. The structure of the gravity type anti-earth pressure structure 1 is the same as that of the gravity type anti-earth pressure structure 1 shown in FIG. According to this retaining wall, stability can be improved by performing seismic isolation or damping of the gravity type anti-earth pressure structure 1 during an earthquake.

In the retaining wall shown in FIG. 13, the mass body 3 is suspended via the laminated rubber 4 on the upper surface of the opening edge of the box-shaped wall body 2. The structure of the gravity type anti-earth pressure structure 1 is the same as that of the gravity type anti-earth pressure structure 1 shown in FIG. According to this retaining wall, the laminated rubber 4 can be installed at a position close to the ground G, so that maintenance of the laminated rubber 4 can be easily performed.

Further, in the retaining wall shown in FIG. 14, the seismic isolation / vibration suppression means 4 and the mass body 3 are sealed inside the box-shaped wall 2. The structure of the gravity type anti-earth pressure structure 1 is shown in FIG.
Are the same as those of the gravity type anti-earth pressure structure 1 shown in FIG. According to this retaining wall, the mass 3
Since the laminated rubber 4 is not exposed to the outside, the gravity type anti-earth pressure structure 1 can be maintenance-free.

In the embodiment shown in FIGS. 1 to 14 described above, the gravity type anti-earth pressure structure 1 is intended to hold the earth, but the invention is not limited to this. For example, as shown in FIG.
The gravity type anti-earth pressure structure 1 can be used for a wall of a gravity type dam. In the embodiment shown in FIG. 15, a space is formed inside the wall 2 of the gravity dam, and the mass 3 and the laminated rubber 4 are accommodated in this space. Mass 3 here
Is preferably a high-density lump of metal such as lead or iron. According to this gravity dam, the gravity type anti-earth pressure structure 1
Seismic isolation or damping can be performed to improve stability.

Further, although not shown, FIGS.
The mass body in each embodiment exemplified in FIGS.
The present invention can also be implemented with a structure as shown in FIG. 1 or with water or liquid removed therefrom. Also, wall 2
Figure 2 also shows the structure of
It goes without saying that a form similar to that shown in FIG. 7 can be employed.

[0039]

FIG. 11 shows a gravity type anti-earth pressure structure 1 shown in FIG.
The relationship between the design seismic intensity Kh and the sliding safety factor F was calculated by changing the amount of the filling sand 16 and the size of the mass body 3.
The caisson shape and dimensions used for the calculation are shown in FIGS. This caisson had a length between the land side and the water side, that is, a bank width B of 15.0 m, and had six compartments. Table 1 shows the design conditions of each part.

[0040]

[Table 1] As a mass body 3 inside the wall body 2, the horizontal and vertical lengths and widths are 3.
An iron lump having a height of 0 m × 3.5 m and a height of H was installed so as to be able to vibrate with a laminated rubber 4 interposed therebetween. Here, the iron ingot has a density of 7.
85 are provided. Therefore, the total weight of the mass body 3 installed in one caisson is as shown in Formula 1.

[0041]

## EQU1 ## 3.0 * 3.5 * H * 7.85 * 6 = 494.
55H (tf) The relationship between the design seismic intensity Kh of the gravity type anti-earth pressure structure 1 and the safety factor F while changing the filling amount of the filling sand 16 of the wall 2 and the height H of the mass 3. Was calculated.

[Example 1] The relationship between the design seismic intensity Kh and the safety factor F is calculated by setting the filling rate of the filling sand 16 of the wall 2 to 50% and setting the height H of each mass 3 to 5.0 m. did. Less than,
The calculation procedure of the safety factor F when the design seismic intensity Kh = 0.20 will be described. This calculation procedure is described in “Examples of Design Calculations for Ports and Offshore Structures that are Actually Useful Monthly Civil Engineering Construction January Extra Issue Vol. 28 No. 2 1987” (Co., Ltd.)
The procedure described on pages 91-95 of Sankaido) was used. Here, the case where the design seismic intensity Kh = 0.20 is described as an example. However, when the design seismic intensity Kh is another value, it is needless to say that the calculation can be performed in the same procedure by replacing the part. First, the weight of each part was determined, and the total weight of the gravity type anti-earth pressure structure 1 was calculated. Table 2 shows the calculation results.

[0043]

[Table 2] Here, during an earthquake, a horizontal acceleration is applied to the mass body 3. The magnitude of the acceleration generated on the mass 3 supported on the wall 2 by the laminated rubber 4 as in the present invention is 30 with respect to the magnitude of the acceleration generated on the mass 3 directly supported on the wall 2. %. For this reason, in calculating the inertial force, for convenience, the calculation was performed on the assumption that the mass of the iron lump was 30% of the actual mass. Note that the mass of the mass body 3 is of course constant even during an earthquake.

The safety factor F for sliding is given by the following equation (2).
Is calculated by

[0045]

F = μΣW / ΣH where μ: friction coefficient (= 0.6) Here, ΣW is calculated by Expression 3.

[0046]

ΣW = Wt + Pv + Wq where Wt: Wall weight per meter in the length direction of quay wall considering buoyancy Pv: Vertical component of active earth pressure during earthquake Wq: Overload on wall 4, Pv becomes
q was calculated by Equation 6, respectively.

[0047]

Wt = W / 9.50 = 3827.049 / 9.50 = 402.847 tf / m

[0048]

Pv = 0.5 * ｛(0.13 + 0.57) * 1.90 + (0.36 + 0.54) * 1.23 + (0.54 + 0.63) * 0.67 + (0. 63 + 2.15) * 12.10｝ = 18.43 tf / m

[0049]

## EQU6 ## Wq = qL = 1.00 * 15.20 = 15.
20tf / m Therefore, ΔW in Expression 3 was obtained as shown in Expression 7.

[0050]

ΣW = Wt + Pv + Wq = 402.847 + 18.43 + 15.20 = 436.477 tf / m Further, ΣH in Expression 2 is calculated by Expression 8.

[0051]

ΣH = Ph + Hw + Hq where Ph: horizontal component of earth pressure and residual water pressure (here, the value for Kh = 0.20 in the soil conditions in Table 1 = 77.44 tf / m) Here, Hw was calculated by Expression 9 and Hq was calculated by Expression 10.

[0052]

Hw = W0t * Kh = 417.941 * 0.20 = 83.588 where W0t: wall weight per meter in the length direction of the quay without considering buoyancy (= W0 / 9.50 = 417. 941 tf / m) Kh: Horizontal seismic intensity (= 0.20)

[0053]

Hq = Wq · Kh = 15.20 * 0.20 = 3.040 Therefore, ΔH in Expression 2 is calculated by Expression 11.

[0054]

ΣH = Ph + Hw + Hq = 77.44 + 83.588 + 3.040 = 164.068 As a result, the safety factor F against sliding is as shown in Expression 12.

[0055]

F = μ１２W / ΣH = 0.6 * 436.477 / 164.068 = 1.5962 The relationship between the design seismic intensity Kh calculated as described above and the safety factor F is shown in Table 3 and FIG. Shown in the mark.

[0056]

[Table 3]

Example 2 The relationship between the design seismic intensity Kh and the safety factor F is calculated by setting the filling rate of the filling sand 16 of the wall 2 to 50% and setting the height H of each mass 3 to 3.0 m. did. Here, the weight of the mass body 3 was 1483.65 (tf).
The calculation procedure was the same as in Example 1. The results of this calculation are shown in Table 3 and in FIG.

Example 3 The relationship between the design seismic intensity Kh and the safety factor F was calculated by setting the filling rate of the filling sand 16 of the wall 2 to 67% and setting the height H of each mass 3 to 3.5 m. did. Here, the weight of the mass body 3 was 1730.925 (tf). The total weight of the filling sand 16 is 1682.208.
(Tf). The calculation procedure was the same as in Example 1. The results of this calculation are shown in Table 3 and in FIG.

Example 4 The relationship between the design seismic intensity Kh and the safety factor F is calculated by setting the filling rate of the filling sand 16 of the wall 2 to 67% and setting the height H of each mass 3 to 3.0 m. did. Here, the weight of the mass body 3 was 1483.65 (tf).
The weight of the middle sand 16 is 1682.208 (tf).
And The calculation procedure was the same as in Example 1. The results of this calculation are shown in Table 3 and the ◎ marks in FIG.

Example 5 The relationship between the design seismic intensity Kh and the safety factor F is calculated by setting the filling rate of the filling sand 16 of the wall 2 to 67% and setting the height H of each mass 3 to 2.5 m. did. Here, the weight of the mass body 3 was set to 1236.375 (tf). The weight of the filling sand 16 is 1682.208 (t).
f). The calculation procedure was the same as in Example 1.
The calculation results are shown in Table 3 and in FIG.

[Embodiment 6] The relationship between the design seismic intensity Kh and the safety factor F is calculated by setting the filling rate of the filling sand 16 of the wall 2 to 75% and setting the height H of each mass 3 to 2.0 m. did. Here, the weight of the mass body 3 was 989.10 (tf). The weight of the middle sand 16 was set to 1892.484 (tf). The calculation procedure was the same as in Example 1. The results of this calculation are shown in Table 3 and in FIG.

[Comparative Example 1] The relationship between the design seismic intensity Kh and the safety factor F was calculated when the filling rate of the filling sand 16 of the wall 2 was set to 100% and the mass 3 was not provided, that is, for the original design. Here, the weight of the filling sand 16 is 2523.312.
(Tf). The calculation procedure was the same as in Example 1. The calculation results are shown in Table 3 and in FIG.

[Comparative Example 2] The wall 2 having eight compartments in the form of two additional compartments at the water-side end of the wall 2 used in Comparative Example 1 was filled with the filling sand 16. The relationship between the design seismic intensity Kh and the safety factor F was calculated for the case where the mass body 3 was not provided at a rate of 100%, that is, for the original design.

Here, the embankment width B of the wall 2 is the same as the embankment width B = 15.0 m of the wall 2 used in Comparative Example 1, and the width of the newly added compartment 4.60 m and the height of the partition wall. The length (B = 19.8 m) was obtained by adding the thickness to 0.20 m. And the wall 2
Was calculated as 19.8 / 15.0 times that of Comparative Example 1. The calculation procedure was the same as in Example 1. The results of this calculation are shown in Table 3 and in FIG.

[Comparative Example 3] Filling of the wall 2 having 10 compartments in the form of four additional compartments at the water end of the wall 2 used in Comparative Example 1 with the filling sand 16. 100% rate
, The relationship between the design seismic intensity Kh and the safety factor F was calculated for the original design.

Here, the embankment width B of the wall 2 is the width of the newly added compartment, 4.60 m * 2, which is newly added to the embankment width B of the wall 2 used in Comparative Example 1 = 15.0 m. Partition wall thickness 0.20m *
2 and B (24.6 m). The weight of the wall 2 is 24.6 / 15.
It was calculated as 0 times. The calculation procedure was the same as in Example 1. The result of this calculation is shown in Table 3 and in FIG.

As shown in FIG. 19, the same design seismic intensity Kh
In each case, a higher safety factor F was obtained than in the original design of Comparative Example 1 using the wall 2 having the same size and shape. Further, in the case of the same design seismic intensity Kh, in each case, the comparative example 2 using the wall 2 larger than the wall 2 used in each example.
A safety factor F equal to or higher than that of the case of 3 was obtained. Therefore, it was found that the gravity type anti-earth pressure structure 1 of the present invention has high safety.

In particular, when the seismic berth has a design seismic intensity Kh ≧ 0.2
Considering that the safety factor F is more than 1 and the requirement of seismic berth is provided for each of the examples with the design seismic intensity Kh = 0.25, the gravity type anti-earth pressure of the present invention is considered. It became clear that the structure 1 has high security.

[0069]

As is apparent from the above description, the gravity type anti-earth pressure structure according to the first aspect of the present invention includes a wall having a pressure-resistant portion receiving horizontal force such as earth pressure and a base portion receiving weight. A mass body placed on the foundation of the wall and bearing the weight necessary to stabilize it as a gravity-type anti-earth pressure structure, and a mass body placed between the wall bodies and the wall body Seismic isolation / vibration control means for supporting the mass body on the wall so that it can vibrate while applying the weight of the body, while satisfying the required weight as a gravity type anti-earth pressure structure, Since the seismic isolation and vibration suppression are possible separately from the wall, when the earthquake occurs and the wall and the surrounding soil vibrate, the mass supported by the seismic isolation and vibration suppression means is isolated and the wall The wall is vibrated with an amplitude smaller than the vibration, or is vibrated in a direction opposite to the vibration of the wall to dampen the wall. As a result, the inertial force generated in the wall can be reduced, and the inertial force generated in the entire gravity-type anti-earth pressure structure is reduced, so that the stability of the gravity-type anti-earth pressure structure during a large earthquake is reduced. Can be improved.

Further, since the weight of the mass is hung on the wall, the weight of the gravity type anti-earth pressure structure is the total weight of the wall and the mass. For this reason, while maintaining the stability against normal earth pressure and water pressure with the same weight as the gravity type anti-earth pressure structure where the mass body is fixed to the wall so that it does not vibrate, the stability against earthquakes is improved. Can be done.

Further, if it is possible to obtain the same stability against earthquakes as a gravity-type anti-earth pressure structure in which a mass body is fixed to a wall so as not to vibrate, the weight of the gravity-type anti-earth pressure structure should be reduced. Can be. And since the width of the wall can be reduced by reducing the weight of the gravity-type anti-earth pressure structure, foundation construction costs can be reduced.

Further, since the ground reaction force can be reduced by reducing the inertial force generated in the gravity type anti-earth pressure structure,
The strength required for the ground is reduced, and the ground can be easily and inexpensively formed.

In the gravity type anti-earth pressure structure according to the second aspect, the seismic isolation / vibration control means is disposed on the foundation of the wall, so that the strength of the anti-pressure part of the wall is reduced by the mass body. It can be set separately from the weight addition of the above, and the structural strength enough to withstand the earth pressure and water pressure to support it is sufficient.

In the gravity type anti-earth pressure structure according to the third aspect, the wall is a caisson, and the mass body and the seismic isolation / vibration suppression means are provided inside the caisson. The gravity type anti-earth pressure structure of the present invention can be obtained only by replacing the contents of the caisson with the mass body and the seismic isolation / damping means for the existing gravity type anti-earth pressure structure. Thereby, the installation work of the gravity type anti-earth pressure structure can be easily and inexpensively performed.

[Brief description of the drawings]

FIG. 1 is a longitudinal sectional view showing a first example of an embodiment in which a gravity type anti-earth pressure structure of the present invention is used for a quay.

FIG. 2 is a perspective view of the gravity type anti-earth pressure structure shown in FIG.

FIG. 3 is a perspective view of a mass body of the gravity type anti-earth pressure structure shown in FIG. 1;

FIG. 4 is a perspective view showing another embodiment of the mass body.

FIG. 5 is a perspective view showing a second embodiment of a gravity type anti-earth pressure structure of the present invention applied to a quay or a seawall.

FIG. 6 is a perspective view showing a third embodiment of a gravity type anti-earth pressure structure of the present invention applied to a quay or a seawall.

FIG. 7 is a perspective view showing a fourth embodiment of the gravity-type anti-earth pressure structure of the present invention applied to a quay or a seawall.

FIG. 8 is a longitudinal sectional view showing a fifth embodiment of the gravity-type anti-earth pressure structure of the present invention applied to a quay / revetment.

FIG. 9 is a longitudinal sectional view showing a sixth embodiment of a gravity-type anti-earth pressure structure of the present invention applied to a quay wall / revetment.

FIG. 10 is a vertical sectional view showing a gravity type anti-earth pressure structure according to a seventh embodiment of the present invention applied to a quay or a seawall.

FIG. 11 is a longitudinal sectional view showing an eighth embodiment of a gravity type anti-earth pressure structure of the present invention applied to a quay wall or a seawall.

FIG. 12 is a longitudinal sectional view showing a first embodiment of a gravity type anti-earth pressure structure of the present invention applied to a land retaining structure.

FIG. 13 is a longitudinal sectional view showing a second embodiment of the gravity type anti-earth pressure structure of the present invention applied to a land retaining structure.

FIG. 14 is a longitudinal sectional view showing a third embodiment of a gravity type anti-earth pressure structure of the present invention applied to a land retaining structure.

FIG. 15 is a longitudinal sectional view showing an embodiment in which the gravity type anti-earth pressure structure of the present invention is applied to a gravity type dam.

FIG. 16 is a longitudinal sectional view showing the shape and dimensions of the gravity-type anti-earth pressure structure used in Examples 1 to 6 and Comparative Example 1.

17 is a cross-sectional view showing the shape and dimensions of the gravity type anti-earth pressure structure shown in FIG.

FIG. 18 is a plan view showing a state cut along line XVIII-XVIII in FIG. 16;

FIG. 19 is a graph showing a relationship between a design seismic intensity Kh and a safety factor F.

FIG. 20 is a cross-sectional view showing a wall of an L-shaped block used on a conventional gravity type mooring berth.

FIG. 21 is a sectional view showing a caisson wall used for a conventional gravity mooring berth.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Gravity type anti-earth pressure structure 2 Wall 2a Foundation 2b Anti-pressure part 3 Mass 4 Seismic isolation / vibration control means (laminated rubber)

Claims (3)

[Claims] 1. A wall having a resisting portion receiving a horizontal force such as an earth pressure and a base portion receiving a weight, and being arranged on the base portion of the wall and being stable as a gravity type anti-earth pressure structure. And a mass body that bears the weight necessary to perform the operation. The mass body is disposed between the wall body and the mass body, and the mass body is supported on the wall body so as to be vibrated while the weight of the mass body is applied to the wall body. A gravity type anti-earth pressure structure comprising: a seismic isolation / damping means. 2. The gravity type anti-earth pressure structure according to claim 1, wherein said seismic isolation / vibration control means is disposed on a foundation of said wall. 3. The gravity type soil according to claim 1, wherein the wall body is a caisson, and the mass body and the seismic isolation / vibration suppression means are provided inside the caisson. Pressure structures.