JP2008111315A - Long periodic wave reducing countermeasure structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a long periodic wave reducing countermeasure structure capable of suitably dissipating a long periodic wave in a small scale. <P>SOLUTION: This long periodic wave reducing countermeasure structure is constituted by arranging a front wall 11 by juxtaposing a plurality of caissons 20 with a clearance for constituting a water communication port 13, by arranging the front wall 11 with a retarding part 12 on the front side of a rear wall 10 composed of a marine structure such as a ship alongside quay, a breakwater and a revetment in a harbor. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

  The present invention is a long-period wave reduction measure for reducing long-period waves by installing it inside a marine structure such as a quay, a pier, a seawall and a breakwater in a harbor where ship handling operations etc. are mainly performed. Concerning structures.

  Conventionally, wave height reducing structures installed on breakwaters, coasts, etc., are provided with wave-dissipating blocks stacked on the front (sea side) of the structure (see, for example, Patent Document 1) A so-called slit caisson (see, for example, Patent Document 2) is known.

  The wave-dissipation by the wave-dissipating work is a structure in which wave-dissipating blocks are stacked on the front part of the structure to form the wave-dissipating work and energy is lost when the wave passes through the wave-dissipating work. . On the other hand, the wave height reducing structure made of slit caisson has a shielding wall in which a plurality of vertically oriented slit-shaped water-permeable holes are formed, and a water retentive part consisting of sufficient space behind the shielding wall, and the waves are water-permeable holes. It is a structure that causes wave energy loss when passing through the wave and quenches the wave.

  At this time, the faster the flow velocity when passing through the shielding wall, the more the wave energy is attenuated, and the incident wave overlaps with the reflected wave to form a double wave that becomes a belly in the back of the water retentive part. By installing a shielding wall at a position where the maximum node position, that is, the distance between the shielding wall and the back of the water reserving part is ¼ wavelength of the overlapping wave, the most wave-dissipating effect is obtained. It has become.

  A wave that rushes from the sea side includes a long-period wave along with a normal wave, and this long-period wave has a period that is long from several tens of seconds to several minutes. When entering the harbor, this long-period wave is reflected multiple times depending on various conditions such as the shape of the harbor and the position of the quay, and the ship touching the quay may be greatly shaken, which may hinder cargo handling work. In addition, damage such as the mooring line that moored the ship is cut off has occurred.

  In particular, when a large ship (tens of thousands to hundreds of thousands DWT) is moored using a mooring line made of a synthetic fiber having a high breaking strength, the natural frequency of the mooring line is several tens of seconds to several minutes. Since the mooring line and the period band of the long-period wave coincide with each other, the mooring line is resonated to greatly shake the hull.

  For this reason, there is a demand for countermeasures for quenching or reducing long-period waves. However, since long-period waves have a long wavelength of several hundred m to several km, the above-described conventional extinction using a quenching block or slit caisson is required. In order to obtain a sufficient wave-dissipating effect by countermeasures against waves, it is necessary to use a large-scale structure having a depth of 100 m or more for the water reclaiming section and the wave-dissipating work, and there is a problem that the feasibility is poor.

  On the other hand, a long-period wave reduction countermeasure structure having the structure shown in FIGS. 7 and 8 has been developed as means for reducing this long-period wave (Patent Document 3).

The structure shown in FIGS. 7 and 8 includes a water permeable portion 2 having a slit-like opening 1 on the sea side, and a water retentive portion 4 disposed on the back side (land side) with a side partition wall 3 therebetween, And a wave-dissipating material layer 5 made of crushed stone and the like stacked in the water permeable portion 2, and with the water level fluctuation in the water permeable portion 2, the water level fluctuation at the sea side of the side partition wall is suppressed. It is.
JP 2000-204528 A JP 2002-146746 A Japanese Patent Laid-Open No. 2005-42528

  7 and 8 are effective for reducing the long-period wave of the offshore structure. However, in order to obtain a sufficient effect of reducing the wave-dissipation, a depth of about 50 m is required. There is a problem that it is difficult to make a smaller structure.

  The present invention solves the above-mentioned problems observed in the conventional countermeasures for reducing the long-wave wave, and provides a structure capable of sufficiently reducing the influence of the long-cycle wave even on a small scale. With the goal.

  The feature of the invention described in claim 1 for solving the conventional problems as described above and achieving the intended purpose is that the sea side of a marine structure such as a ship berth wall or a seawall in a harbor, a breakwater, etc. In the long-period wave reduction countermeasure structure in which a front wall is provided on the inner side of the port of the harbor outer structure with a water retentive part and a vertical water passage is opened on the front wall, the front wall is constructed of caisson. It is in.

  According to a second aspect of the present invention, in addition to the configuration of the first aspect, at least the front surface of the front wall has a concave portion that recedes toward the rear side for each of the water passages. The water passage is formed in the inner part.

  The feature of the invention described in claim 3 is that, in addition to the configuration described in claim 1 or 2, the water passage has a tapered shape in which the front side of the front wall is narrow and the back side is wide. There is to be.

  According to a fourth aspect of the present invention, in addition to the configuration of any one of the first, second, and third aspects, the front wall includes a plurality of caissons with a gap for forming the water passage. This is because they are arranged side by side.

  The feature of the invention described in claim 5 is that the long-period wave reduction countermeasure structure according to any one of claims 1, 2, 3 or 4 is used as a pier, a quay, a seawall or a breakwater It is to be.

  Since the structure according to the present invention is an offshore structure having a water recirculation part connected to the back of the water inlet, a vortex is generated when a wave rushing to the front wall is guided to the water inlet and flows into the water reserving part. Generated, wave energy loss occurs, and an effective wave reduction effect is obtained.

  Furthermore, since this structure has built the front wall and the peripheral wall of the water retentive part with a precast concrete caisson, a structure having a long-period wave reduction measure can be built directly at the construction site. A quay, revetment or breakwater can be installed in addition to the existing structure.

  In the present invention, the front wall facing the sea side for each water inlet forms a recess that recedes toward the rear surface, and the water inlet is provided at the innermost part thereof, so that the waves rushing to the front wall are guided to the front wall. As a result, the energy loss of the waves gathered at the water inlet and flowing into the water retentive section increases, and an effective wave-dissipating effect is obtained for long-period waves.

  Furthermore, in the present invention, by using as a quay, revetment, or breakwater, long-period waves can be effectively reduced or wave-dissipated even at a small scale, and it is possible to suitably suppress the swaying of a ship that pierces an offshore structure. In addition, cargo handling work on a ship can be easily performed.

  Moreover, since the structure is simple and the scale can be reduced, it is possible to deal with existing ports. Therefore, it can be suitably applied as a quay, revetment or breakwater.

  Next, an embodiment of a long-period wave reduction countermeasure structure according to the present invention will be described with reference to FIGS.

  FIG. 1 shows an outline of an example of a long-period wave countermeasure structure according to the present invention. This long-period wave structure has a sluice part 12 between a rear wall 10 on the land side and a front wall 11 on the sea side. The front wall 11 has a water passage 13 having a vertically long slit shape.

  The rear wall 10 can be constituted by marine structures such as ship berthing quay walls, breakwaters, seawalls, etc. in existing or new ports, and in addition to this, a wall body is installed separately from existing marine structures. It may be configured by.

  On the front wall 11, a recess 14 is formed on the front surface, that is, the surface on the sea side, which is mainly inside the harbor, for each water inlet 13 so that the water inlet 13 is in the deepest part. The concave portion 14 is formed in a tapered shape in which both sides of the water flow port 13 are receded linearly from the central position between the adjacent water flow ports 13 and 13 toward the water flow port 13 toward the rear side. It has the structure where the water flow opening 13 was provided in the part.

  The water inlet 13 is formed in a tapered shape with the narrowest front side, i.e., the sea side, and widen the back side, i.e., the recreational part side.

  The front wall 11 is composed of a plurality of concrete caissons 20, 20. As shown in FIGS. 1 and 3, the caisson 20 is installed on the foundation ground 21 formed on the bottom of the water so as to be arranged in parallel with the rear wall 10, and the gap between the adjacent caissons 20, 20 is described above. The water inlet 13 is used.

  The front wall 11 includes a single caisson 20 between adjacent water inlets 13 and 13 as shown in FIG. 1, and a caisson in which the water inlets 13 and 13 are divided into a plurality of parts as shown in FIG. You may make it comprise with 20a and 20a.

  As shown in FIG. 2, the caisson 20 has footings 22, 22 projecting horizontally at the bottoms of the front and back surfaces, and is integrally molded. The front side has a water bottom direction center position 23 protruding to the front side, The surfaces from the position to both edges are tapered surfaces 24 and 24 that are retracted to the back side. In addition, it does not necessarily need to be a tapered surface, and may be a surface having an angle parallel to the back surface. Further, the footings 22 and 22 may be omitted.

  The back surface of the caisson 20 is formed flat, and both side surfaces are tapered surfaces 25 and 25 whose back side is inclined toward the center side of the caisson back surface, and the taper surfaces 25 and 25 between the adjacent caisson 20 and 20 are used. The water flow port 13 is configured, and the water flow port 13 has a wedge shape which is narrow even between the front side edge portions 25a and 25a of the caisson 20 and expands toward the back side edge portions 25b and 25b. It has become a space.

  The main body of the caisson 20 is hollow and is partitioned into a plurality of vertically long spaces by a plurality of partitions 26, 26. This space is filled with a filling material 27 such as chestnut stone or filling sand so as to be able to counter the horizontal wave force. After filling the filling material, cast-in place concrete 28 is placed on the top of the filling material 27 to close the upper surface of the caisson so that it does not leak. A hollow caisson previously closed with a top plate corresponding to the cast-in-place concrete 28 may be used, and the sandy material may be filled by water from the filling material injection hole.

  When the adjacent water inlets 13 and 13 are configured with a plurality of caissons, as shown in FIGS. 4 and 5, the caisson 20 described above is divided into two vertically at the horizontal center position. The caissons 20a and 20a that are formed symmetrically with each other are used. In addition, the same code | symbol is attached | subjected to the part same as the caisson 20, and duplication description is abbreviate | omitted.

  In the example described above, the rear wall 10 is shown as being straight, but when the sea-land boundary such as a seawall is curved, it is bent in accordance with the curve as shown in FIG. The front wall 11 is bent and installed in accordance with the rear wall 10.

  In this case, as shown in FIG. 6, the caisson 20 or a plurality of divided caissons 20 a and 20 a are set as one unit, and the installation angles between the unit caissons are set according to the bending of the rear wall 10. By doing so, the wedge-shaped inclination angle which is the horizontal cross-sectional shape of the water inlet 12 described above changes, but the caisson having the same shape as the linear arrangement can be used as it is.

  This long-period wave reduction countermeasure structure causes an energy loss of the wave when the wave rushing to the front wall 11 is guided to the slit-like narrow water inlet 13 and flows into the water retentive part 12, so that an effective wave-dissipating effect is achieved. Can be obtained.

  Moreover, the recessed part 14 which the front surface of the front wall 11 reverse | retreats toward the back side is formed corresponding to the one water inlet 13, and the said water inlet 13 is provided in the position of the outermost side. As a result, the wave traveling toward the front wall 11 flows along the front wall 11 and is collected near the water inlet 13, so that the energy loss of the wave flowing into the water retentive unit 12 increases, and a long period from the normal wave region. An effective wave-dissipating effect can be obtained across the wave range.

  In addition, when the long-period wave reduction countermeasure structure is used for a pier on which a ship can berth, a top plate can be installed across the rear wall 10 and the front wall 11. In this case, a necessary number of support columns may be erected in the water reserving part 12 to support the top plate, and a pier wall part made of a plate-like member in front of the front wall 11 is installed on the front side of the front wall 11. May be. In this case, the berthing wall is installed in a state where a long-period wave is movable between the lower end and the water bottom.

It is a top view which shows the outline of an example of the long-period wave reduction countermeasure structure which concerns on this invention. FIG. 2 is a plan view of a caisson used in the embodiment shown in FIG. It is a longitudinal cross-sectional view which shows the installation state of a caisson same as the above. It is a top view which shows the other example of a caisson same as the above. It is a partial longitudinal cross-sectional perspective view same as the above. It is a perspective view which shows the outline of the other example of the long-period wave reduction countermeasure structure which concerns on this invention. It is a partial notch perspective view which shows the prior art example of a long-period wave reduction countermeasure structure. It is the longitudinal cross-sectional view.

Explanation of symbols

DESCRIPTION OF SYMBOLS 10 Back wall 11 Front wall 12 Reservoir part 13 Water inlet 14 Recess 20 Caisson 20a Caisson 21 Foundation ground 22 Footing 23 Center position in the bottom of water 24 Tapered surface 25 Tapered surface 25a Front side edge 25b Rear side edge 26 Partition 27 Filling material 28 Cast-in-place concrete

Claims (5)

A front wall is provided on the sea side of marine structures such as ship berths and revetments in the harbor, or inside the harbor of harbor outer structures such as breakwaters, with a irrigation section, and a vertical water outlet is opened on the front wall. In the long-period wave reduction countermeasure structure,
A long-period wave reduction countermeasure structure characterized in that the front wall is constructed of caisson.   2. The long-period wave according to claim 1, wherein at least a front surface of the front wall has a recessed portion that recedes toward the back side for each of the water flow ports, and the water flow port is formed at the innermost portion of the recessed portion. Reduction measures structure.   3. The long-period wave reduction countermeasure structure according to claim 1, wherein the water passage has a tapered shape in which the front side of the front wall is narrow and the back side is wide.   4. The long-period wave reduction measure according to claim 1, wherein the front wall is configured by arranging a plurality of caissons with a gap for forming the water flow opening. Structure.   The long-period wave reduction countermeasure structure according to any one of claims 1, 2, 3 and 4, which is used as a pier, a quay, a revetment or a breakwater.

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