JPS63219714A - Breakwater, its construction, and concrete caisson therefor - Google Patents

Abstract

PURPOSE:To simply and efficiently construct a breakwater by a method in which a bottom concrete caisson having window holes in the surrounding wall is supported on the bottom ground under water by legs integrated with the caisson and resistance piles piercing the bottom wall of the caisson. CONSTITUTION:Resistance piles B1 are set on the bottom ground 15 under water and rubble 16 is charged and roughly leveled and roughly leveled. A bottom concrete caisson A having window holes in its front and back walls 1 and 2 is lifted and lowered on the rubble mound 16 by a crane on ship, and legs d1 and d2 are penetrated into the rubble mound 16 and the bottom ground 15 under the weight of the caisson a and also by jet water from pressure water paths 13 and 14. Reinforcing bars are adequately set on the recessed inside bottom of the caisson A where the heads of the piles B1 are piercingly positioned. Concrete D1 is placed to bury the heads of the piles b1.

Description

DETAILED DESCRIPTION OF THE INVENTION [Field of Industrial Application] The present invention relates to a wave-dissipating levee, which is one of marine structures, a method of constructing the same, and a concrete caisson used for the wave-dissipating levee.

[Conventional technology]

Traditionally, marine structures such as wave-dissipating dykes have been constructed in many ways, in addition to so-called wave-dissipating block dykes in which rubble and wave-dissipating blocks are piled up on the foundation ground, and gravity-type hybrid dykes in which concrete caissons are installed on foundation rubble mounds. A so-called pile-standing type block laminated embankment in which blocks are supported by piles is known.

In this pile-standing block laminated embankment, piles are built in two rows, front and back, in a vertical and horizontal or zigzag shape at predetermined intervals, and a large number of straight blocks are arranged vertically and horizontally with fitting holes at both ends. It fits into two horizontally or diagonally adjacent piles and is stacked at a predetermined height.

That is, for example, in the wave-break structure described in Japanese Patent Publication No. 56-17484, rectangular blocks are assembled in a grid pattern on four vertically and horizontally adjacent piles in two rows, front and back, to form a block laminate. , in the offshore breakwater described in Publication No. 61-6203, planar blocks are stacked across two longitudinally adjacent piles in each row, and the front row of piles and the rear row of piles are stacked. The above-mentioned block MH body is constructed by stacking the block MH body between the piles and the piles.

[Problem that the invention seeks to solve]

The conventional pile-standing block laminated embankment described above has the following drawbacks.

■ In general, a large number of blocks are required.Moreover, in order to cope with deep water and large waves, and to increase the degree of connectivity between blocks, an even larger number of blocks are required.

■ In order to achieve the desired porosity between blocks, each block must be assembled accurately, and Pro-7s of different shapes must be used together, making the combination complicated and construction work difficult. Reduce efficiency.

■ Piles must be installed with high accuracy so that the holes in each block can be properly fitted.

■ Since each block is supported in a stacked manner by fitting its fitting holes into piles, the piles must be straight piles and cannot be angled piles.

Therefore, it is not possible to utilize a slope shaft that is effective in resisting horizontal external forces applied to the block stack, making construction particularly in areas with large waves expensive.

■ A straight block fits into two adjacent piles to form a unit rigid frame structure or a unit truss structure, but the external force acting on the negative side cannot be smoothly transmitted to the other side. There is a risk that the structure will become unstable.

In order to improve these shortcomings, the present inventors first constructed a concrete caisson with a plurality of transparent window holes in the surrounding wall and vertical holes for fitting support piles in at least the corners. We proposed a wave-dissipating levee supported by support piles built into the ground, but even with this wave-dissipating levee, it is necessary to improve the accuracy of erecting the support piles so that the vertical holes for fitting the support piles are aligned. However, there are difficult or troublesome problems in that a support stand must be constructed on the support pile, and grout such as mortar must be filled between the fitting vertical hole and the support pile.

The purpose of the present invention is to eliminate the drawbacks of the conventional pile-standing block laminated embankment by using a concrete caisson having transparent window holes, and also to eliminate the need for support piles that are difficult to erect. The purpose is to solve the above problems.

[Means for solving problems]

The configuration of the actual invention that achieves the above object is as follows based on the illustrated embodiment.

A bottomed concrete caisson A having transparent window holes 5 and 6 in the peripheral wall a is supported on the underwater ground 15 by leg bodies dl and d2 integrally molded on the caisson A. The heads of the resistance piles B1 and B2, which resist the horizontal external force applied to the bottomed concrete caisson A, are attached to the bottom wall C to the caisson.
The wave-dissipating levee is buried in the concrete Dl and D2 that penetrates the bottom wall C and is cast on the bottom wall C.

2. Bottomless concrete caissons E, E2. with transparent window holes 5' and 6' opened in the peripheral wall a'. B3 is a wave-dissipating levee installed on top of a concrete caisson A with a bottom similar to the one described above.

The required number of resistance piles B1. A bottomed concrete caisson A is constructed in which transparent window holes 5 and 6 are opened in the 6th peripheral wall a in which B2 is built, and resistance pile penetration holes 7 and 8 are opened in the bottom wall C, and the resistance piles are installed in the resistance pile penetration holes 7 and 8. B1. B
In the state where the head of the caisson A is penetrated, it is supported on the water bottom ground 15 by leg bodies di and d2 integrally molded on the caisson A. Concrete Di on the bottom wall C above.

B2 is driven and a resistance pile B1. Bury the head of B2.

A method of constructing a wave-dissipating levee consisting of each of these steps.

2. Each of the above steps and transparent window holes 5°I, 6n in the peripheral wall a''
The bottomless concrete caisson E1. E2゜B3
A concrete caisson with a bottom similar to that described above.
A method for constructing a wave-dissipating levee comprising the step of superimposing and installing on f.

Transparent window holes 5, 6, 5°, 6° are opened in the peripheral walls a, a', and a plurality of resistance pile through holes 7, 8 are provided in the bottom walls c, c'. .7", 8° open, and leg body di, d2
．． di° and d2' are integrally molded.

2. Concrete caisson A with a bottom, which has additional water flow window holes of 18.18° in the bottom walls C and C'.

A".

3. A bottomed concrete caisson A'' with the above configuration, a transparent window hole 5'' in the peripheral wall a'' that can be installed overlappingly on the caisson,
6” is open bottomless concrete caisson E1.E
2. Consists of B3.

4. The bottomed concrete caissons A, A' and the bottomless concrete caissons El, B2. Consists of B3.

In the above, bottomed concrete caisson A.

The leg body do, d2.du” is integrally molded on A”.

d2° is, for example, the front wall (oil side) 1°1" and the rear wall (land side) 2.2", or the left wall 3.3° and the right wall 4.4° in the direction perpendicular to these. In addition to extending the lower ends of the side walls in two opposing directions downward in the form of a wall, or extending the lower ends of all the side walls in the four directions of the front, rear, left, and right side walls downward in the form of a wall, these front, rear, left, and right side walls, that is, peripheral walls a, a“
A plurality of columns may be provided protruding from the lower end at predetermined intervals.

Resistance pile B1. B2. B, ', B2° may be made of steel pipes or reinforced concrete, and it is advisable to decide as appropriate whether to use a combination of straight piles and diagonal piles, or only one of them. In addition, this resistance pile B1. B2. B.

B2" is built using bottomed concrete caissons A and A.
Depending on various circumstances, it can be arbitrarily selected whether to do so before or after setting ' in a predetermined position.

Transparent window hole5. 6. The number and size of 5" and 6° are determined as appropriate to suit the set porosity, and there is no particular restriction on their shape.

A bottomless concrete caisson E1 is placed on top of the bottomed concrete caisson A'. E2. In the case of a wave-dissipating levee in which B3 is installed overlappingly, compared to the case where the entire wave-dissipating levee is constructed with one bottomed caisson A, the bottomed concrete caisson 8° serves as the foundation.
The height of the bottomless concrete caisson E1. E2. It can be lowered by the amount of stacked B3, which makes transportation, installation, etc. easier, but the bottomed concrete caisson A' and the bottomless concrete caisson E1゜B2
．． The height of B3 and the number of stacked bottomless concrete caissons are appropriately determined in consideration of workability, water depth, etc.

[Function] The wave-dissipating dyke of the present invention consists of bottomed concrete caissons A and A'.
are leg bodies d,, d2. d, ", d2" and underwater ground 15.
Resistance piles B1.B2.Bl' supported by 15" and penetrating bottom walls c and c' form an integrated, strong and stable structure that resists horizontal external forces at an angle of 82 degrees, and its peripheral wall C , C' ensure a predetermined porosity through the transmission window holes 5.6, 5°, and 6'' to achieve desired wave dissipation.

According to each construction method of the present invention, the above-described wave-dissipating bank can be constructed easily and efficiently.

The concrete caissons A and A' of the present invention have peripheral walls a and a'
The leg body d1 has transparent window holes 5, 6.5', and 6'.
．． d2. Underwater ground 15.15' by dl', d2'
Resistance piles B1゜B2. are supported by B1゜B2. By burying the heads of B1'' and B2' in poured concrete D, D2. Unlike a block laminate that is constructed by fitting into piles, it is strong as a structure and has high resistance to external forces such as wave force, and it is
' and a resistance pile B1 that penetrates this. B2゜B11,B
This is further encouraged by 2j.

[First example] 1 to 10 of the drawings show a first embodiment.

A is a concrete caisson with a bottom, consisting of a peripheral wall a in which the front, rear, right and left side walls 1 to 4 are arranged and molded in a rectangular plane, and a beam bl that crosses over the opening on the upper surface of the peripheral wall a.

b2, a bottom wall C1, and leg bodies dl and d2 integrally molded with the lower ends of the left and right side walls 3 and 4 extending downward, that is, in a wall shape.

Reference numeral 5.6 denotes transparent window holes arranged in a row in the front and rear side walls 1 and 2, and these transparent window holes are designed in advance so that the peripheral wall a has a desired porosity.

7 is a resistance pile through hole arranged in a row along the front side wall 1 of the bottom wall C, 8 is a resistance pile penetration hole arranged in a row along the rear side wall 2 in the bottom wall C, 9 and 10 are on the bottom wall C The partition wall is integrally molded with the front and rear side walls 1 and 2, respectively, to surround the partition walls H and 12. Therefore, the resistance pile through hole 7,
It can also be said that 8 is established at the bottom of 11.12 every time. 18 is a water flow window hole opened in the bottom wall C between the partition walls 9 and 10.

13 and 14 have upper end openings on the upper end surfaces of the left and right side walls 3 and 4;
The pressure water passages are vertically arranged at required intervals within the thickness of the left and right side walls 3.4 and the leg bodies d1 and d2, with the lower end openings located at the lower end surfaces of the leg bodies di and d2.

The method for constructing the wave-dissipating levee of the present invention using the bottomed concrete caisson A having the above-mentioned structure and its structure are as follows.

B1. Each of B2 is a plurality of resistance piles, which are built into the underwater ground 15 where the bottomed concrete caisson A is to be set.

To explain this in more detail, the resistance pile B is on the oil side and is driven vertically at a position that corresponds to each of the above-mentioned resistance pile through holes 7, and the resistance pile B2 is on the land side and is driven vertically in a position that corresponds to each of the above-mentioned resistance piles. Through hole 8
The concrete is poured diagonally in a position that corresponds to the

Thereafter, rubble 16 is deposited and rough leveled, and thereby the heads of the resistance piles B1 and B2 are made to protrude upward.

Next, the bottomed concrete caisson A is hung on a shipboard hoist with its front wall l facing the oil side and its rear wall 2 facing the land side (Fig. 8), and the resistance pile B1. With the through hole 7.8 aligned with B2, the caisson A is lowered onto the piled rubble 16, and the leg body dl is , d2 are press-fitted into the piled rubble 16 and the water bottom ground 15, thereby supporting the caisson A on the water bottom ground 15 and supporting the resistance pile Bl.

The head of B2 is pushed into the 11.12 position through the resistance pile through hole 7°8 each time.

In the above, if a method is adopted in which the water jet is sent to the tip of the leg bodies dl and d2 using an external passage, that is, a pressure water hose, the pressure water passages 13 and 14 can be connected to the caisson A itself as in this embodiment. It is clear that there is no need to provide this in advance.

In this way, after sinking the bottomed concrete caisson A and supporting it on the underwater ground 15 with its leg bodies dl and d2, the heads of the resistance piles Bl and B2 were placed in the plunged position.
1.12, reinforcing bars 17 are appropriately arranged, concrete D, D2 is cast and filled, and resistance piles B1.
Embed the head of B2 (Figure 10).

As a result of the above, the bottomed concrete caisson A is attached to the water bottom 1i1 by the leg bodies d, d2 integrally molded therein.
The wave-dissipating levee is supported by 5 and resists horizontal external force by resistance piles Bl and B2 whose heads are buried in the concrete DI and D2 in the start 11.12 (Figs. 1 to 5) is constructed.

In the above, the rubble 16 is introduced and deposited at the start 11.
．． When placing concrete D1 and D2 on 12,
The main purpose is to create a template for closing the resistance pile penetration holes 7 and 8, and it is not intended to permanently support the concrete caisson A with a bottom. It doesn't matter.

Between the bottom wall C of the bottomed concrete caisson A and the water bottom ground 15, water flow will occur, not only if the rubble 16 has been washed away, but even if it still remains. It is recognized that this may scour the ground around resistance piles Bl, B2, etc., but this bottomed concrete caisson A
Since the water flow window hole 18 is opened in the bottom wall C, the water flow can easily flow upward through the water flow window hole 18, so that the ground around the resistance pile Bl, 82, etc. can be scoured. can be suppressed. The water flow window 18 also serves to reduce the unfavorable uplift force acting on the bottom wall C.

[First example]

Figures 11 to 14 show a second embodiment.

A' is a concrete caisson with a bottom, and this caisson A
The reason for this is that the height of the peripheral wall a' is lower than that of the bottomed concrete caisson A of the first embodiment, that no beam spans the upper opening, and that the peripheral edge of the upper opening, that is, the height of the peripheral wall a' is lower than that of the bottomed concrete caisson A of the first embodiment. This differs from the bottomed concrete caisson A of the first embodiment in that a cutout step is formed inside the upper end, but there is no difference in other configurations.

However, depending on the size of the caisson, a beam may be straddled over the top opening if necessary.

El, E2. E3 is a bottomless concrete caisson, and the peripheral wall a°" consisting of the front, rear, left, and right side walls has a size and shape that match the peripheral wall a" of the bottomed concrete caisson A.
l and E2 have a cutout step inside the upper end of the peripheral wall a°",
In addition, a white edge is provided on the inner side of the lower end, and E3 has a white edge on the inner side of the lower end of its peripheral wall a''.5'', 6''°
are these bottomless concrete caissons El, E2. The transparent window holes opened in the front and rear walls of E3 are designed so that the porosity of the peripheral wall a'' becomes a desired value.

The bottomed concrete caisson A° is set on the water bottom ground 151 after erecting multiple resistance piles B1° and B2°, inserting and depositing rubble 16′, and lowering the caisson A′. Caisson E1. E2゜E3 are polymerized and installed in sequence, and the total weight and leg body d are determined by water jet.
After that, the heads of the resistance piles B1" and B2" were inserted through the resistance pile through holes 7" and 8° at a starting angle of 11°.

12'' and pouring of concrete D1' and D2' are carried out in the same manner as in the case of setting the bottomed concrete caisson A in the first embodiment (FIGS. 13 and 14).

As described above, the bottomed concrete caisson A° and the bottomless concrete caisson E1. E2. E3 is the leg body d1",
A wave-dissipating levee (Figs. 11 and 12) is constructed, which is supported at 15 degrees to the water bottom by d2'' and resists horizontal external force by resistance piles B, l, and B21.

In this embodiment, a case has been described in which three bottomless concrete caissons are polymerized, but the number is of course not limited to this.

In addition, this bottomless concrete caisson, which is installed overlappingly on a bottomed concrete caisson, is designed to be stable against a certain wave, for example, a 10-year recurrence probability wave, and it is designed to be stable under a certain wave, for example, a 50-year recurrence probability wave. has a certain damage rate (for example, if 5 out of 100 items leak and scatter, the damage rate is 5%)
) to anticipate and design. Therefore, it is sufficient to replace only the bottomless concrete caissons corresponding to the damage caused, and maintenance, repair, and replacement are easy, and the entire structure can be designed economically. In particular, the advantage of being able to use the bottomed concrete caissons that form the foundation as is is great.

〔Effect of the invention〕

As is clear from the above, each wave-dissipating levee of the present invention is a fully integrated structure in which a bottomed concrete caisson is supported on the underwater ground by leg bodies, and resists horizontal external force by resistance piles penetrating the bottom wall. It forms a strong and stable structure, and its peripheral wall secures a predetermined porosity through transparent windows and achieves the desired wave dissipation.

According to each construction method of the present invention, the above-described wave-dissipating bank can be constructed easily and efficiently.

The concrete caisson of the present invention has a transparent window hole in the peripheral wall, so it is supported on the underwater ground by the leg body, and the head of the resistance pile penetrated through the through hole in the bottom wall is buried in the cast concrete. It can be used as a wave-dissipating levee, and unlike a block laminate made up of multiple straight blocks fitted onto piles, it is strong as a structure, has high resistance to external forces such as wave force, and This is further facilitated by the bottom wall and the resistance piles passing through it.

In addition, when constructing a wave-dissipating levee using a bottomed concrete caisson as a foundation and a bottomless concrete caisson, compared to a case where it is constructed only with a bottomed concrete caisson, Since the height of each bottomless concrete caisson can be reduced, it is extremely advantageous not only in ease of transportation and installation, but also in maintenance and repair of the wave-dissipating dyke.

Furthermore, a bottomed concrete caisson with a water flow window hole in the bottom wall can allow the water flow generated between the bottom wall and the submerged ground to escape upward, so the ground around the resistance piles and leg bodies can be washed away. The digging is suppressed as much as possible, and the window hole serves to reduce the disadvantageous uplift force acting on the bottom wall.

[Brief explanation of the drawing]

Drawings 1 to 10 show a first embodiment of the present invention, in which Fig. 1 is a perspective view of the wave-dissipating levee, Fig. 2 is a front view, and Fig. 3 is a front view.
The figure is a plan view, Figures 4 and 5 are cross-sectional views taken along lines I-I and nn in Figure 3, and Figures 6 to 1O are explanations showing the construction status of the wave-dissipating levee in stages. It is a diagram. 11 to 14 show a second embodiment of the present invention, in which FIG. 11 is a front view of the breakwater, and FIG. 12 is a front view of the breakwater.
13 and 14 are explanatory diagrams showing step by step the construction of the wave-dissipating levee. a, a', a''...peripheral wall, 5.6.5', 6
°. 5", 6"... Transparent window hole, A, A"...
・Concrete caisson with bottom, dl, d2. dl',
d21...Leg body, B1. B2. Bl', 8
2'...Resistance pile, c, c"...Bottom wall,
Dl, D2. Dio. D2'... Concrete, 18.18'...
...Water flow window hole. Off-circuit double spear 5 figure b2 O6 circle soup 7 figure 70 note Off-7 figure Fig. 12

Claims (1)

[Scope of Claims] 1. A bottomed concrete caisson with a transparent window hole formed in the peripheral wall is supported on the underwater ground by leg bodies integrally molded with the caisson, and a horizontal external force is applied to the bottomed concrete caisson. 1. A wave-dissipating levee characterized in that the head of a resistance pile that resists the caisson penetrates the bottom wall of the caisson and is embedded in concrete cast on the bottom wall. 2. A bottomed concrete caisson with transparent window holes in the peripheral wall is supported on the underwater ground by leg bodies integrally formed with the caisson, and resistance piles are provided to resist horizontal external forces applied to the bottomed concrete caisson. The bottomless concrete caisson has a head penetrating the bottom wall of the caisson and is embedded in concrete cast on the bottom wall, and a transparent window hole is formed in the peripheral wall. A wave-dissipating levee characterized by having a superimposed structure installed above it. 3. The process of erecting the required number of resistance piles in the underwater ground, and installing a bottomed concrete caisson with permeable window holes in the peripheral wall and resistance pile penetration holes in the bottom wall, and inserting the above resistance piles into the resistance pile penetration holes. In the state where the head is penetrated, there is a step of supporting the caisson on the underwater ground using a leg body integrally molded with the caisson, and pouring concrete on the bottom wall and burying the head of the resistance pile therein. A method for constructing a wave-dissipating levee, characterized by comprising the steps of: 4. The process of erecting the required number of resistance piles in the underwater ground, and installing a bottomed concrete caisson with permeable window holes in the peripheral wall and resistance pile penetration holes in the bottom wall, and installing the above resistance piles in the resistance pile penetration holes. In the state where the head is penetrated, there is a step of supporting the caisson on the underwater ground using a leg body integrally molded with the caisson, and pouring concrete on the bottom wall and burying the head of the resistance pile therein. 1. A method for constructing a wave-dissipating levee, comprising: a step of superimposing a bottomless concrete caisson with transparent window holes in the peripheral wall on top of the bottomed concrete caisson. 5. A concrete caisson for a wave-dissipating levee, characterized in that a transparent window hole is provided in the peripheral wall, a plurality of resistance pile through holes are provided in the bottom wall, and the leg body is integrally molded. 6. A transparent window hole is formed in the peripheral wall, and a plurality of resistance pile penetration holes and a plurality of water flow window holes are formed in the bottom wall, and the leg body is integrally molded. Concrete caissons for wave-dissipating banks. 7. A bottomed concrete caisson with transparent window holes in the peripheral wall, multiple resistance pile penetration holes in the bottom wall, and integrally molded leg bodies, and a superimposed installation on the caisson. A concrete caisson for a wave-dissipating levee, characterized in that it consists of a bottomless concrete caisson with transparent window holes in the peripheral wall. 8. A bottomed concrete caisson with transparent window holes in the peripheral wall, multiple resistance pile penetration holes and multiple water flow window holes in the bottom wall, and whose leg body is integrally molded. A concrete caisson for a wave-dissipating levee, comprising: a bottomless concrete caisson which can be installed over the caisson and has a transparent window hole in its peripheral wall. 9. The concrete caisson for a wave-dissipating levee as set forth in claim 5, 6, 7, or 8, wherein the leg body has a wall shape that is continuous with the peripheral wall. 10. The concrete caisson for a wave-dissipating levee as set forth in claim 5, 6, 7, or 8, wherein the leg body is columnar and continuous with the peripheral wall.