JP2007262890A - Structure for controlling permeable sea area and construction method thereof - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a structure for controlling a permeable sea area and a construction method thereof always having enough wave dissipating performance against waves and capable of reducing acting wave power at the time of storm wind. <P>SOLUTION: A structure for controlling a permeable sea area 1 is installed with a box type dam body 2 at a pile foundation 3 in an appropriate gap 5 between a bottom of the sea 4 and the dam body 2 is comprised of a front surface wall composed of a vertical wall 6 and a tilt wall 7, an intermediate wall 12, a rear surface wall 9, a side surface wall 8, a bottom plate 10 and a top plate 11. A permeable slit 15 is opened at the vertical wall 6 and the tilt wall 7, the intermediate wall 12 and the rear surface wall 9, an opening part 16 is formed at the bottom plate 10 and the top plate 11, and the permeable slit 15 of the tilt wall 7 is opened at the upper part of the permeable slit 15 and at a place opposite to the upper wall surface of the intermediate wall 12. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

  The present invention relates to a transmission type sea area control structure and a construction method thereof.

In order to ensure the calmness of the port, it is effective to construct an impermeable breakwater on the offshore side that prevents transmitted waves to the land side. However, impervious breakwaters are not suitable for preventing beach erosion such as sandy beaches. Whether or not this coastal erosion occurs is mainly determined by the sand characteristics such as specific gravity and shape, and the constant wave characteristics, so the waves during a storm that strikes once every several years to several decades. The impact of erosion due to is considered to be small in the long run. Therefore, when a breakwater is constructed at a point where coastal erosion is dominant, the reflectance of the front of the breakwater is increased and the sand to the offshore side of the installation point is eroded, while the sand is accumulated on the land side. New countermeasures against backside accumulation are required. As such a countermeasure, a transmission-type sea area control structure that reduces both transmission and reflectance around the target point (wave-dissipating performance) against a constant wave is effective. As this transmission type sea area control structure, there is one disclosed in JP-A-63-93918.
JP-A-63-93918

  However, although the above-mentioned transmission type sea area control structure has high wave-dissipating performance against waves at all times, the wave power received during storm increases, so there is a problem that the scale of the levee body increases and the difficulty of construction accompanying it increases. there were.

  The present invention has been made in view of the above-described problems, and the purpose thereof is a transmission type sea area control that has a sufficient wave-dissipating performance against waves at all times and that can reduce the acting wave force during storms. It is to provide a structure and its construction method.

A transmission-type sea area control structure for solving the above problems is that a box-shaped dam body is installed on a pile foundation with an appropriate gap between it and the bottom of the sea, and the dam body is a front surface composed of a vertical wall and an inclined wall. It consists of a wall, an intermediate wall, a rear wall, a side wall, a bottom plate, and a top plate. A vertical slit and an inclined wall, an intermediate wall, and a rear wall are opened with transmission slits, and an opening is formed in the bottom plate and the top plate. The transmission slit is opened above the transmission slit of the intermediate wall and at a position facing the upper wall surface of the intermediate wall. Moreover, it includes that the aperture ratio of the transmission slit of the front wall is smaller than the aperture ratio of the transmission slit of the intermediate wall and the rear wall. In addition, a transmission slit is formed on the rear wall above the top plate.
The construction method of the transmission type sea area control structure consists of the front wall, the intermediate wall, the rear wall, the side wall, the bottom plate, and the top plate composed of the inclined wall and the vertical wall, and the inclined wall, the vertical wall, the intermediate wall, and the rear wall. The pier body has an opening in the bottom plate and the top plate, and the transmission slit in the inclined wall is located above the transmission slit in the intermediate wall and at a location facing the upper wall surface of the intermediate wall. A plurality of through holes for driving piles were provided, and pile foundations with appropriate height protruding from the sea floor were inserted into some of these through holes for pile driving, and a dam body was installed with an appropriate gap between the bottom of the sea. Then, the pile foundation is driven in the through hole for pile driving in which the pile foundation is not inserted in the dam body.
The construction method of the transmission type sea area control structure consists of the front wall, the intermediate wall, the rear wall, the side wall, the bottom plate, and the top plate composed of the inclined wall and the vertical wall, and the inclined wall, the vertical wall, the intermediate wall, and the rear wall. The pier body has an opening in the bottom plate and the top plate, and the transmission slit in the inclined wall is located above the transmission slit in the intermediate wall and at a location facing the upper wall surface of the intermediate wall. A plurality of through-holes for pile driving are provided, and this dam body is composed of a plurality of dam body units divided vertically, and pile foundations with appropriate height protruding from the sea floor are inserted into some of these through holes for pile driving After installing the first dam body unit with an appropriate gap between it and the bottom of the sea, the other dam body units are sequentially stacked on the first dam body unit to form a dam body. Pile driving penetration without pile foundation Characterized by pouring a pile foundation hole.

  At the time of wave pushing, it waves over the inclined wall on the front side and breaks when going up the slope part, and it is also extinguished by the collision of the wave with the rear wall after the slope overtopping. Moreover, at the time of a wave breakage, a water level difference arises between the inner side (water reclaiming part) and the outer side of the sloping wall, and the outflow of seawater from the permeation slit of the sloping wall is promoted, and the waves are quenched by falling into the troughs of the waves. In addition, the wave transmitted through the transmission slit of the inclined wall collides with the upper wall surface of the intermediate wall and disappears. In addition, the wave flowing into the front and rear water-reserving parts from the top plate opening after colliding with the rear wall after overcoming the inclined wall and the wave flowing in from the vertical wall transmission slit are mutually quenched by the transmission slit on the intermediate wall. . The energy of the wave that has passed through the inclined wall is dissipated by the transmission slit in the rear wall. The transmittance can be reduced by the above-described wave extinction. In addition, by installing a bank with an appropriate gap between it and the seabed, the pressure receiving area is reduced to reduce the reflectivity, and the horizontal force is reduced by overcoming the slope of the inclined wall and passing the wave force. Furthermore, by providing openings in the bottom plate and the top plate, the lifting pressure can be reduced, and the wave force acting on the inclined wall is decomposed to generate a vertically downward force, thereby reducing the lifting pressure. In addition, considering the construction conditions such as the weight of the levee body and the working ship standard, it is possible to select either the bulk construction or the divided construction of the levee body.

  Embodiments of a transmission type sea area control structure and its construction method according to the present invention will be described below in detail with reference to the drawings. First, a transmission type sea area control structure (hereinafter referred to as a control structure) will be described, and then a method for constructing the control structure will be described. In each embodiment, the same components are described with the same reference numerals, Only different components will be described with different reference numerals.

  1 to 4 show a control structure 1 according to the present invention. This control structure 1 is composed of a box-shaped dam body 2 and a pile foundation 3 on which the dam body 2 is installed. The body 2 is installed on a pile foundation 3 protruding from the seabed 4 at an appropriate height, and an appropriate gap 5 is formed between the body 2 and the seabed 4 so that waves can pass through the gap 5.

  Moreover, the bank body 2 is a plane rectangle, and a box body is formed by the vertical wall 6, the inclined wall 7, the side wall 8, the rear wall 9, the bottom plate 10, and the top plate 11, and the front portion is formed by the intermediate wall 12 inside the box body. Water storage chamber 13 and rear water storage chamber 14 are formed, and these water storage chambers 13, 14 are divided into a plurality of lateral directions by partition walls 12 a formed between the pile foundations 3 in the front wall and the rear wall 9. . The inclined wall 7 is formed to be inclined from the upper part of the vertical wall 6 toward the rear wall 9.

  The vertical wall 6, the inclined wall 7, the rear wall 9, and the intermediate wall 12 are each provided with a transmission slit 15 in the horizontal direction, and the bottom plate 10 and the top plate 11 have an opening 16 larger than the transmission slit 15. . Further, the transmission slit 15 in the inclined wall 7 is formed above the transmission slit 15 in the intermediate wall 12 and at a location facing the upper wall surface 17 of the intermediate wall. This is so that the wave passing through the transmission slit 15 collides with the upper wall surface 17 of the intermediate wall and is broken, and the upper wall surface 17 of the intermediate wall is like a drooping wall at a position opposite to the transmission slit 15. Is formed. This height is most preferably at a location of L.W.L (lowest tide level) ± 1 m. In addition, although the transmission slit 15 is formed in the rear wall 9 and the side wall 8 above the top plate 11, the transmission slit 15 may not be provided in the side wall 8 in some cases.

  Further, the aperture ratio (opening ratio with respect to the wall area) of these transmission slits 15 is 15 to 25% for the front wall composed of the vertical wall 6 and the inclined wall 7, 30 to 40% for the rear wall 9, and 20 for the intermediate wall 12. -30%, bottom plate 10 and top plate 11 are 25-35%. Thus, by making the opening ratio of the front wall smaller than the opening ratio of the rear wall 9 and the intermediate wall 12, a water level difference is generated between the water reserving chambers 13 and 14 and the front wall outer side.

  Therefore, as shown in FIG. 5, at the time of the wave, a water level difference is generated between the water repelling parts 13 and 14 inside the inclined wall 7 and the outside of the inclined wall, and the seawater 18 from the transmission slit 15 of the inclined wall becomes the trough of the wave. The wave is extinguished by falling into the part 19.

  Pile driving through-holes (5 at each of the front and rear) 20 are formed at predetermined locations on the vertical wall 6 and the rear wall 9 of the dam body, and the pile foundation projecting from the seabed 4 into the through-hole 20 for driving the pile. 3 is inserted, the dam body 2 is installed at a position having a gap from the seabed 4 as appropriate, and a gap (h2 / h = 0 to 0.2) 5 is provided between the dam body 2 and the seabed 4.

Next, a verification experiment of the transmission / reflection performance of the control structure 1 at all times (when not in a storm) will be described. A model dam body of 1/25 scale shown in (1) of FIG. 6 is used, and a sectional view of a conventional dam body is shown in (2) of FIG. Table 1 below shows a comparison table of the opening ratios of the bank bodies of (1) and (2) in FIG. In the experimental device shown in (3) of the figure using such a dam body, a wave having a wave height of 1.0 to 3.0 m and a period of 5.0 to 14.0 s was created and transmitted / reflected on site. The performance was verified. FIG. 7 shows the verification results. According to (1) and (2), the control structure 1 of the present invention has a wave-extinguishing function in which the transmittance is 0.6 or less and the reflectance is 0.5 or less. It was confirmed that it had performance.

  Next, a verification experiment of the acting wave force during the storm of the control structure of the present invention will be described. A 1/25 scale dam body shown in (1) of FIG. 8 was used, a wave pressure meter was installed at an appropriate location, and a mount was installed at the top of the dam body to fix the force meter. In the experimental equipment shown in (2) and (3) of this figure using such a dam body, the tide level conditions are 9.1m (water depth) for HHWL and 6.8m (water depth) for LWL, The ground wave is 1/10 grade and 1/50 grade, the wave height is 4.5-11.25m, the period is 9.0-16.0s, and the horizontal wave force / lift pressure is measured. It was. FIG. 9 (1) shows the measurement result of horizontal wave force, and (2) shows the measurement result of lift pressure, respectively, 50% in the horizontal wave force and about 30% in the lift pressure than the conventional control structure. It was confirmed that it could be reduced.

  Next, the construction method of the control structure will be described with reference to the drawings. 10 and 11 show a batch construction method. This construction method is applied when a ship that lifts one dam body 2 at a time can be used.

  First, as shown in FIG. 10, the pile foundation 3 to be inserted into the four places on the seabed 4, that is, the through holes 20 for pile driving at the four corners of the dam body 1 is driven. Next, as shown in FIG. 11 (1), when the four pile foundations 3 are inserted into the pile driving through holes 20 at the four corners of the dam body 1, the dam body 2 becomes the stopper 21 of the pile foundation 3. It is installed at a location with a gap 5 as appropriate from the seabed 4 and a gap (h2 / h = 0 to 0.2) is formed between the seabed 4 and the seabed 4.

  Next, as shown in (2) of FIG. 11, the remaining pile driving through holes 20, that is, three pile driving through holes 20 in the front wall and three pile driving through holes in the rear wall 9. After placing the pile foundation 3 for post-placement into the hole 20, the gap between the pile foundation 3 and the through-hole 20 for pile placement is filled with grout 22, and the upper part of the through-hole 20 for pile placement on the rear wall side When concrete is placed on the control structure 1, the control structure 1 is completed.

  Next, the construction method of the division construction method of a control structure is demonstrated. This split construction method is a method in which a dike body is divided into a plurality of vertical directions, that is, a dike body is composed of a plurality of embankment units 23, 24, and a dike body comprising two dike body units 23, 24. The construction method using 25 will be described. This construction method is applied when a ship that lifts one dam body at a time cannot be used, that is, when only a small ship can be used. The levee body is divided into a size that can be lifted by this small ship.

  First, in the same manner as described above, four pile foundations 3 to be driven into the pile driving through holes 20 at the four corners of the dam body are driven on the seabed 4. Then, as shown in FIG. 12, when the four pile foundations 3 are inserted into the pile driving through holes 20 at the four corners of the first dam body unit (first dam body unit) 23, the dam body unit. 23 is stopped by the stopper 21 of the pile foundation and is installed at a place having the gap portion 5 from the seabed 4 as appropriate, and a gap (h2 / h = 0 to 0.2) is formed between the seabed 4 and the seabed 4.

  Next, when the four pile foundations 3 are inserted into the pile driving through holes 20 at the four corners of the other bank unit (second bank unit) 24 and stacked on the first bank unit 23, A bank body 25 composed of two bank body units 23 and 24 is completed.

  Next, as shown in FIG. 13, the remaining pile driving through holes 20, that is, the three pile driving through holes 20 in the front wall and the three pile driving through holes 20 in the rear wall 9 After placing the pile foundation 3 for post-placement, the grout 22 is filled in the gap between the pile foundation 3 and the through-hole 20 for placing the pile, and concrete is placed on the upper part of the through-hole 20 for pile placement on the rear wall side. When installed, the control structure 1 is completed.

It is a control structure, (1) is a front view, (2) is a plan view. (1) is the sectional view on the AA line of FIG. 1, (2) is the sectional view on the BB line. It is sectional drawing of the horizontal direction of a control structure. It is a perspective view of a control structure. It is sectional drawing of the control structure which shows a wave-extinguishing state. (1) is a cross-sectional view of a bank body used in the experiment, (2) is a cross-sectional view of a conventional bank body, and (3) is a cross-sectional view of an experimental apparatus. (1) And (2) is a graph which shows the verification result of transmission and reflection performance. (1) is a cross-sectional view of a bank body used in the experiment, and (2) and (3) are cross-sectional views of the experimental apparatus. (1) And (2) is a graph which shows the verification result of action wave force. It is the construction method of a control structure, (1) is the side view which laid the pile foundation on the seabed, (2) is the same top view. (1) is a sectional view in which a bank body is installed on a pile foundation, and (2) is a plan view of the same. (1) is a sectional view of the first dam body unit installed on the pile foundation, and (2) is a plan view of the same. It is sectional drawing which installed two dam body units in the pile foundation.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Control structure 2, 25 Dike body 3 Pile foundation 4 Sea bottom 5 Gap part 6 Vertical wall 7 Inclined wall 8 Side wall 9 Rear surface wall 10 Bottom plate 11 Top plate 12 Intermediate wall 12a Bulkhead 13, 14 Reservoir chamber 15 Transmission slit 16 Opening part 17 Upper wall surface 18 Seawater 19 Valley 20 Pile driving through hole
21 Stopper 22 Grout 23, 24 Dyke unit

Claims (5)

  A box-shaped dam body is installed on the pile foundation with an appropriate gap between it and the bottom of the sea, and the dam body consists of a front wall, an intermediate wall, a rear wall, a side wall, a bottom plate, and a top plate consisting of a vertical wall and an inclined wall. The vertical wall, the inclined wall, the intermediate wall, and the rear wall have transmission slits, the bottom plate and the top plate have openings, the transmission slit of the inclined wall is above the transmission slit of the intermediate wall, and the intermediate wall A transmission type sea area control structure, which is opened at a position facing the upper wall surface of the water.   2. The transmission type sea area control structure according to claim 1, wherein the aperture ratio of the transmission slit on the front wall is smaller than the aperture ratio of the transmission slit on the intermediate wall and the rear wall.   The transmission type sea area control structure according to claim 1, wherein a transmission slit is formed in a rear wall above the top plate.   A plurality of through holes for driving piles are provided in the dam body according to claim 1, and a pile foundation protruding at an appropriate height from the seabed is inserted into some of the through holes for driving piles, and an appropriate gap is formed between the bottom and the seabed. A construction method of a transmission type sea area control structure, wherein a pile foundation is placed in a through hole for placing a pile foundation in which the pile foundation is not inserted in the bank body.   The pile according to claim 1 provided with a plurality of through holes for pile driving is composed of a plurality of dam body units divided vertically, and a pile protruding at an appropriate height from the seabed in some of these through holes for pile driving After the foundation is inserted and the first dam body unit is installed with an appropriate gap between it and the sea floor, the other dam body units are sequentially stacked on the first dam body unit to form a dam body. A construction method of a transmission type sea area control structure characterized by placing a pile foundation in a through hole for placing a pile foundation in the embankment where no pile foundation is inserted.

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