JP3311226B2 - Construction method of wave-break water-permeable breakwater - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing a breakwater-permeable type breakwater.

[0002]

2. Description of the Related Art Conventionally, a breakwater cannot be formed in a breakwater constructed by casting underwater concrete. Therefore, when constructing a breakwater with a wave-dissipating water-permeable hole, a wave-dissipating water-permeable hole should be formed in advance in a caisson or concrete block on land, transported using a crane barge, etc. It was common to install in.

[0003]

However, when a large concrete embankment manufactured on land is transported and installed to a submerged installation site, the transportation and installation work requires a great deal of labor and cost. There is a problem.

Accordingly, an object of the present invention is to solve such a problem and to easily construct a breakwater having a water-dissipating water-permeable hole by casting underwater concrete.

[0005]

SUMMARY OF THE INVENTION In order to achieve this object, the present invention provides a method of constructing a breakwater having a bank portion in which a wave-breaking water-permeable hole is formed and a bank-body portion in which a wave-breaking water-permeable hole is not formed. After constructing the embankment portion in which the water-dissipating water-permeation hole is not formed, a pipe for forming the wave-dissipating water-permeable hole is formed from above by the embankment portion in which the wave-dissipating water-permeable hole is not formed.
It suspended supporting, in which subsequently by pouring at a time underwater concrete around the tubular body, to build a dam portion wave absorbing water permeability holes are formed at a time.

In this case, it is not necessary to transport the large-sized embankment portion manufactured in advance on land to the place where the breakwater is constructed. In addition, a pipe for forming a wave-dissipating water-permeable hole is suspended from above and supported by the embankment portion where the wave-dissipating water-permeable hole is not formed, and then the underwater concrete is poured. Is performed at a time, so that it is not necessary to separately install a special support means for supporting the pipe body, so that simple construction is possible from this point.

[0007]

FIG. 1 shows an example of a breakwater constructed according to the method of the present invention. That is, a foundation not shown is constructed on the seabed 1, and a substructure 2 is constructed on this foundation. The substructure 2 is constructed by alternately constructing a bank portion 3 in which a wave-dissipating water-permeable hole is formed and a bank-body portion 4 in which a wave-dissipating water-permeable hole is not formed. A superstructure 5 is constructed on the substructure 2. The embankment part 4 in which the wave-dissipating water-permeable holes are not formed is one in which underwater concrete is cast. On the other hand, the embankment part 3 where the wave-dissipating water-permeable holes are formed
It is constructed by casting underwater concrete around a wave-permeable water-permeable pipe 7 made of ductile cast iron.
It has a reduced diameter portion 8 for wave extinction.

When constructing a breakwater having such a configuration, first, as shown in FIG. 2, a levee body portion 4 having no water-dissipating water-permeable holes is constructed in water. At this time, it is common to install a formwork in the water and pour underwater concrete therein. As shown in the figure, a plurality of embankment portions 4 are installed, and the adjacent embankment portions 4, 4 are constructed at a distance S equal to the length of the embankment portion 3 in which the wave-dissipating water-permeable holes are formed. .

Next, as shown in FIG. 3, on a shore such as a quay, a pair of pedestals 11 and 11 are installed at a distance S equal to the length of the embankment portion 3 where the wave-dissipating water-permeable holes are formed. I do. Stand 11
Is made of steel or reinforced concrete. The depth D of the gantry 11 is preferably a length corresponding to the width of the embankment portion 3. An appropriate number of sleepers 12 for supporting the wave-dissipating water pipes are laid between the mounts 11, 11 as described later.

Next, as shown in FIG. 4, the wave-dissipating water-permeable pipe 7 is suspended by a crane and temporarily installed on the sleeper 12 in the horizontal direction. At this time, it is fixed using the cannber 10. FIG.
In the embankment part 3 shown in Fig. 4, the water-dissipating water-permeable pipes 7 are set in two rows, and accordingly, two
Temporarily install the water-dissipating water-permeable pipe 7. However, the number is not limited to the illustrated example.

Next, as shown in FIG. 5 and FIG.
13 is temporarily installed at a predetermined position on the gantry 11. The height of the position where the suspension frame 13 is placed on the gantry 11 is determined from the top height of the substructure 2 and the workability, and is set accurately. The suspension frame 13 is formed with an appropriate number of hook holes 14 for lifting and transporting the suspension frame 13 with a crane or the like. The suspension frame 13 has a lifting prevention member 15 located above the pipe 7 when the suspension frame 13 is installed on the gantry 11.
Are removably joined at joints 16 by bolts and nuts or the like.

Next, as shown in FIG. 7, a U-shaped rebar 17 is placed on the lower half of one end and the other end of the pipe 7 and both ends thereof are attached to a suspension frame 13 by a turnbuckle 1.
Connect to 8 and 18, respectively. Then, by operating the turnbuckles 18, 18, the pipe 7 is lifted until it hits the lifting prevention member 15, and is fixed to the hanging frame 13. At this time, the positions of the lower ends of the turnbuckles 18 and 18 are set at positions higher than the finished ceiling height of the substructure 2 with reference to the position of the wave-dissipating water-permeable pipe 7.

When the lifting and fixing of all the pipes 7 are completed, as shown in FIG. 8, the suspension frame 13 on which the pipes 7 are set is suspended at four points by the crane ship 19, and the breakwater is constructed as it is. Transport to

At the construction position, as shown in FIG. 9, the adjusting tables 20, 20 are respectively attached to the top ends of the pair of embankment portions 4 already constructed.
Is placed, and the suspension frame 13 is correctly lowered thereupon. Note that a guide for lowering the suspension frame 13 can be provided as necessary. At this time, when the suspension frame 13 is lowered onto the adjusting table 20, the adjusting table is lined with an iron plate or the like, if necessary, so that the pipe 7 is positioned at a predetermined height in the embankment portion 3. Work accurately with 20 height adjustments. Further, the positioning of the pipe 7, that is, the suspension frame 13 is performed so that the position of the end face of the pipe 7 is aligned with the position of the end face of the embankment portion 4.

When the suspension frame 13 is lowered as described above, FIG.
As shown in FIG. 0, a suspension bar, that is, a reinforcing bar 21 embedded in the embankment portion 4 where no wave-dissipating water-permeable holes are formed, and a suspension frame 13 are provided.
The suspension frame 13 is fixed to the bank portion 4 by being tightened by a fastening device 22 such as a turnbuckle or a lever block. Further, as shown in FIG. 9, full-face forms 23, 23 for forming both end faces of the embankment part 3 are installed. As shown in FIG. 11, when there is a gap between the pipe 7 and the mold frame 23, the gap is filled with a sealing material 24 made of styrene foam, sponge material or the like.

Thereafter, as shown in FIG. 9, underwater concrete 25 is poured into a space surrounded by the embankment portions 4, 4 and the molds 23, 23 and holding the pipes 7, 7 at predetermined positions. I do. For supplying the underwater concrete 25, one or a plurality of casting pipes 26 are used. At this time, work is performed with the tip of the casting pipe 26 protruding into the concrete 25. Avoid splicing concrete underwater. Then, the concrete 25 is poured until the top end of the concrete 25 matches the top end of the existing embankment portion 4.

By laying the underwater concrete 25 in this manner, buoyancy acts on the pipe 7. However, as shown in FIG. 10, the suspension frame 13 is fixed to the reinforcing bar 21 of the embankment portion 4 by the fastening device 22. Therefore, the floating can be prevented. FIG.
As shown in the figure, a sealing material 24 is provided in the gap between the mold 23 and the end face of the pipe 7.
Is clogged, so that concrete inside the pipe 7
25 inflow is prevented.

When the underwater concrete 25 is sufficiently hardened, the fastening device 22 and the turnbuckle 18 are removed, and the connection between the lifting prevention member 15 and the suspension frame 13 is released. And
The suspension frame 13 is lifted by a crane ship and removed. This suspension frame 13
Is provided for reuse. The state at this time is shown in FIG. 12, and as a result, the embankment portion 3 having the wave-dissipating water-permeable holes formed therein
Is completed. The reinforcing bar 17 suspending the pipe 7 and the lifting prevention member 15 are buried similarly to the pipe 7. Following removal of the suspension frame 13, the molds 23, 23 are removed, and the sealing material 24 remaining on the end face of the pipe 7 is also removed. After that, superstructure 5 is constructed.

As described above, according to the present invention, since the embankment portion 3 having the water-dissipating water-permeable holes formed by the construction work at the construction site of the breakwater is constructed, the embankment portion conventionally manufactured on land is used. The tedious work of transporting to the sea and submerging in water is not required.

FIG. 13 shows another example of a breakwater constructed by the method of the present invention. Here, the width or depth of the breakwater or the embankment portion 3 is large, and accordingly, the water-dissipating water-permeable pipe 7 is joined to each other by a pipe joint portion 29 having a receiving port insertion structure in which two pipes 27 and 28 are inserted. Have been.

FIG. 14 shows still another example of a breakwater constructed by the method of the present invention. Again, the width of the embankment part 3, that is, the depth is large, but in the case of the example of FIG.
The embankment part 3 is divided into two parts in the depth direction, and the front embankment part 30
Is constructed, the rear embankment part 31 is constructed.

As shown in the figure, a front portion of a pipe 32 for constructing the rear embankment portion 31 is suspended from a suspension frame 13 using a chain block 34 and a wire rope 35. Therefore, by operating the chain block 34, the rear end of the pipe 33 of the front embankment portion 30 and the tube 32 of the rear embankment portion 31 are changed.
Fine adjustment of centering with the front end is possible. When the centering of both is completed, the two tubes 32 and 33 are joined to each other by moving the entire suspension frame 13 to the front side. A concave portion 36 for accommodating the end of the rear tube 32 is formed in the front embankment portion 30. Then, after removing the wire rope 35 and the chain embankment portion 34, the underwater concrete for the rear embankment portion 31 is poured.

[0023]

As described above, according to the present invention, after constructing the embankment portion where the water-dissipating water-permeable hole is not formed, the water-dissipating water-permeable hole is formed by the embankment portion where the water-dissipating water-permeable hole is not formed. Suspended from above to support the tube for forming
After that, underwater concrete was poured around this pipe at once, and a large block manufactured in advance on land was constructed to construct the embankment part where the wave-dissipating water holes were formed. There is no need to transport to the place, therefore, construction can be done easily, and the pipe for forming the water-dissipating water-permeable hole is formed by the embankment part where the water-dissipating water-permeable hole is not installed earlier. Since the underwater concrete is cast after being supported, there is an advantage that it is not necessary to install a special support means for supporting the pipe.

[Brief description of the drawings]

FIG. 1 is a schematic structural view of a breakwater constructed by the method of the present invention.

FIG. 2 shows a first step based on the method of the invention.

FIG. 3 is a view showing a step subsequent to FIG. 2;

FIG. 4 is a view showing a step subsequent to FIG. 3;

FIG. 5 is a view showing a step subsequent to that of FIG. 4;

6 is a plan view of the state shown in FIG.

FIG. 7 is a view showing a step following FIGS. 5 and 6;

FIG. 8 is a view showing a step subsequent to that of FIG. 7;

FIG. 9 is a view showing a step subsequent to that of FIG. 8;

FIG. 10 is an enlarged view showing a main part in FIG. 9;

FIG. 11 is an enlarged view showing a main part in FIG. 9;

FIG. 12 is a view showing a step subsequent to FIGS. 9 to 11;

FIG. 13 is a diagram showing another example of a breakwater constructed by the method of the present invention.

FIG. 14 is a view showing still another example of a breakwater constructed by the method of the present invention.

[Explanation of symbols]

 3 Embankment portion where wave-dissipating water-permeable holes are formed 4 Embankment portion where wave-dissipating water-permeable holes are not formed 7 Wave-dissipating water-permeable pipe 13 Suspension frame 15 Uplift prevention member 25 Underwater concrete

──────────────────────────────────────────────────続 き Continuation of front page (58) Investigated field (Int.Cl. ⁷ , DB name) E02B 3/06 301

Claims (1)

(57) [Claims] 1. A method of constructing a breakwater comprising a bank portion in which a wave-breaking water hole is formed and a bank portion in which a wave-breaking water hole is not formed, wherein the water-break water hole is not formed. after building the, by the wave dissipating permeable hole is not formed dam portion, the upper tube body to form a wave-dissipating permeable holes
A water-impervious breakwater, characterized by constructing the embankment part in which the water-dissipating water-permeation hole is formed at one time by pouring underwater concrete around the pipe at one time. How to build.