TWI475146B - A breakwater with a composite fire pack - Google Patents

Description

Breakwater with composite anechoic cabin

The invention relates to a breakwater structure, in particular to a breakwater with a composite wave-eliminating cabin.

At present, most of the breakwaters or seawalls within 10m of the water depth in Taiwan use the structure of the riprap type, and the enlarged blocks and concrete dampers must be thrown. However, this method produces the water rights of the coastal landscape and the people. The negative impact is often criticized by environmentalists. Due to the difficulty and cost of the mining and transportation of the stone in the island of Taiwan, most of the current block stones in the harbor project are imported from mainland China. However, with the rising oil prices, the shipping costs are rising, plus the mainland. The regional economy continues to grow and environmental awareness is gradually rising. In the future, the control of block stone mining and export will become more and more strict, which will lead to the increasing monotony of block stone export. Therefore, the Taiwan harbor engineering community must propose countermeasures against this point. In the deeper seas, the majority of the breakwaters currently use the traditional caisson composite levee structure. The caisson is formed by the bottom plate, the erect outer wall surrounded by the open and the inner bulkhead. The caisson is dragged and lowered to the fixed point and then the water is opened. The valve enters the water, then gradually sinks to the bottom of the seabed, backfills the sandstone inside the caisson, and casts the capped concrete, which is then applied to the embankment and the chest wall. The caisson composite embankment usually resists the waves by its own weight and the friction of the bottom plate to avoid the occurrence of overturning and sliding damage. However, the strong typhoon wave will still cause great shock wave pressure on the vertical outer wall of the caisson, and at the same time cause the erosion of the embankment to be lost. Therefore, the size of the caisson must be large enough to resist the typhoon wave, and when the water depth is shallow, The cost of the caisson composite levee is higher than that of the riprap.

Although the harbor project has obvious regional characteristics regardless of design conditions (waves, tides, currents, geology, earthquakes, etc.) or construction conditions (obtainment of construction materials, construction equipment, construction technology, etc.), the existing breakwaters are To ensure that it can withstand the strong wave forces of sudden events such as typhoons and maintain a long service life, it is usually necessary to set a large caisson and use a wave block to reduce the wave energy, but this will increase the amount of steel and concrete. The cost of the project, and the use of the wave block, hinders the aesthetics of the landscape. Therefore, there is still a need to develop other types of breakwaters.

SUMMARY OF THE INVENTION The object of the present invention is to provide a caisson type breakwater having a anechoic chamber, which can effectively reduce the wave reflectivity and reduce the wave energy to reduce the force of the wave on the breakwater and the scouring force of the dyke.

The invention is suitable for use as a seawall and a breakwater structure in a coastal area, thereby achieving the purpose of protecting the port security. The breakwater with a composite anechoic chamber comprises a combined wave-blocking body unit facing the sea side, and a land-facing unit Side caisson body unit.

The wave eliminator body unit includes a front wall defining a anechoic compartment, a bulkhead wall spaced from the front wall, two side walls connected between the front wall and the bulkhead wall, and a setting An inner wave-eliminating wall between the front wall and the bulkhead wall, the inner wave-eliminating wall separating the wave-eliminating compartment into a front-eliminating cabin and a rear-eliminating cabin, the front wall having a standing edge from a bottom edge An upright wall portion extending upwardly and terminating at a first turning boundary line, a bevel wall portion extending upward from the first turning boundary line of the upright wall portion and inclined toward the partition wall, and a plurality of phases a partitioning hole is disposed in the upper wall of the inclined wall portion and communicating with the front corrugated chamber, and the length of the upper opening is 50% to 60% of the length of the inclined wall portion along the vertical direction, each of which The width of the opening is between 1.0 and 1.5 meters, and the total width of all the upper openings is 50% to 60% of the total width of the front wall, and the inner wave wall has a plurality of spaced intervals and Connect the inner wave-eliminating hole of the front anechoic chamber and the rear anechoic chamber.

The caisson body unit and the wave eliminator body unit are combined by a bulkhead wall.

The present invention has the beneficial effects of forming a cabin space between the front wall and the bulkhead wall by providing an evanescent chamber in the wave-eliminating body unit and providing the upper opening in the front wall of the sea surface. Thereby, when the wave reaches the upright wall portion, the inclined wall portion, and the inner wave-eliminating wall, part of the water body is reflected by the wall surface, and part of the water body enters or falls down into the anechoic cabin through the upper opening holes, The waveform of the wave causes a phase difference between the front wall and the inner wave-eliminating wall, and a turbulent energy loss effect occurs in the wave-eliminating chamber, thereby effectively reducing the wave energy, reducing the wave reflectivity, and thereby reducing the wave force to the breakwater. The function and the reduction of the flushing force on the embankment, because this design can reduce the amount of steel and concrete and avoid the use of the wave block, it also has the characteristics of reducing the cost of raw materials and avoiding damage to the coastal landscape.

The above and other technical contents, features and advantages of the present invention will be apparent from the following detailed description of the preferred embodiments.

Referring to Figures 1, 2, 3 and 4, a preferred embodiment of the breakwater 2 of the composite anechoic cabin of the present invention is adapted to be applied at the shore to provide a reduced wave. The utility model can cooperate with the action of the wave pressure force to achieve the purpose of protecting the safety of the port. The breakwater 2 with the composite anechoic chamber comprises a combined wave-blocking body unit 3 facing the sea side and a caisson body facing the land side. Unit 4.

The wave eliminator body unit 3 includes a front wall 31 adjacent to the sea side that defines a anechoic chamber 30, a bulkhead wall 32 spaced from the front wall 31, and two connected to the front wall 31 and the The side wall 33 between the bulkhead walls 32 (the preferred embodiment is shown in FIG. 1 for facilitating observation of the internal structure of the wave-eliminating body unit 3, and the side wall 33 of the other side is taken away, so in the drawing The wave-eliminating main unit 3 only shows one side wall 33), and the front wall 31, the partition wall 32 and the two side walls 33 cooperate to define a bottom plate 34 of the anechoic chamber 30, and a plurality of The wave compartment 30 is deposited on the bottom plate 34 for assisting in increasing the overall stability of the breakwater 2, and an inner wave trapping wall 37 disposed between the front wall 31 and the bulkhead wall 32. Wherein, depending on environmental conditions such as waves, tides, currents, geology and earthquakes at the place where the breakwater 2 is installed, and the demand for the stability of the breakwater 2, the number of the weight-increasing stones 35 is adjusted, and the inner wave-removing wall is further The churning chamber 30 is divided into a pre-equivalent cabin 301 and a post-destroying cabin 302.

Preferably, the front wall 31 has an upright wall portion 311 extending from a bottom edge 312 in the upright direction Z and ending at a first turning boundary line 313, and a first turning boundary line 313 from the upright wall portion 311. a sloped wall portion 314 extending upwardly and obliquely toward the partition wall 32, a plurality of upper openings 315 spaced apart from the inclined wall portion 314 and communicating with the front wave canceling chamber 301, and a plurality of spaced intervals A lower opening 316 is formed in the upright wall portion 311 and communicates with the front anechoic chamber 301. The inner wave-removing wall 37 has a plurality of spaced apart and continuous connections The inner wave venting hole 301 of the front anechoic chamber 301 and the rear damper chamber 302 is passed through. The height of the weight increasing stones 35 placed on the bottom plate 34 is preferably not higher than the lower end edges of the lower opening 316 and the inner wave eliminating hole 371 to avoid the lower opening 316 and The inner wave-eliminating apertures 371 are blocked to affect their function, and the predetermined space of the pre-destroy cabin 301 and the post-emission chamber 302 is maintained so that the turbulent energy loss effect can be smoothly generated to achieve the effect of reducing wave energy.

In addition, the upper opening 315 is an elongated opening and is disposed in parallel with the inclined wall portion 314 in an up-and-down direction I. Thereby, when the wave hits the inclined wall portion 314, part of the water body is reflected by the wall surface. Part of the water body falls downward through the elongated upper opening 315, so that the waveform has a phase difference before and after the inclined wall portion 314, and a turbulent energy loss effect occurs, thereby contributing to the reduction of wave energy. Further, the lower opening 316 and the inner wave eliminating hole 371 are also elongated openings, and are disposed in parallel with the upright wall portion 311 and the inner wave eliminating wall 37 in the upright direction Z, respectively. By providing the lower opening 316, the water body entering the anechoic chamber 30 via the upper opening 315 can be re-flowed, thereby avoiding the occurrence of a water level swell. By providing the inner corrugation holes 371, the waveform has a phase difference before and after the inner wave canceling wall 37, and a turbulent energy loss effect occurs, which helps to reduce the wave energy again.

In order to obtain a better turbulent energy loss effect while considering that the supporting force and structural strength of the front wall 31 can meet the safety specifications of the engineering practice, the opening ratio of the upper opening 315 on the inclined wall portion 314 It is preferably 25% to 36%. The preferred length a1 of the upper openings 315 is 50% to 60% of the length A1 of the inclined wall portion 314 along the vertical direction I, and the total width value obtained by accumulating the width b1 of all the upper openings 315 ( If there are n1 upper openings 315, the total width is n1 × b1) is preferably 50% to 60% of the width B1 of the inclined wall portion 314. In this embodiment, the design opening width b1 of the upper opening 315 of the slope wall portion 314 is between 1.0 and 1.5 meters.

Preferably, in order to obtain a better turbulent energy loss effect and to consider that the supporting force and structural strength of the front wall 31 can meet the safety specifications of the engineering practice, the lower opening 316 is on the upright wall portion 311. The opening ratio is also 25% to 36%, and the opening ratio of the inner wave-eliminating holes 371 on the inner wave-removing wall 37 is also 25% to 36%. If the opening ratio exceeds the upper and lower limits, the opening ratio may not be reached. Expected clipping effect. The length a2 of the lower opening 316 is preferably 50% to 60% of the length A2 of the upright wall portion 311 along the upright direction Z, and the total width value obtained by accumulating the width b2 of all the lower openings 316 ( If there are n2 lower openings 316, the total width is n2×b2) preferably 50% to 60% of the width B2 of the upright wall portion 311, and the design width b2 of the lower opening 316 of the upright wall portion 311 is also It is between 1.0 and 1.5 meters. The length a3 of the inner wave-eliminating holes 371 is preferably 50% to 60% of the length A3 of the inner wave-eliminating wall 37 in the upright direction Z, and the total width b3 of all the inner-holes 371 is accumulated. The width value (if n3 inner wave-eliminating holes 371, the total width is n3 × b3) is preferably 50% to 60% of the width B3 of the inner wave-eliminating wall 37, and the design width of the inner-eliminating holes 371 B3 is also between 1.0 and 1.5 meters.

It is worth mentioning that the inclined wall portion 314 of the front wall 31 terminates in a second turning boundary line 317 spaced from the partition wall 32, and the front wall 31 further has a second turning boundary line 317 The chest wall portion 318 extends upwardly in the upright direction Z, and the chest wall portion 318 is connected to the inner wave removing wall 37. The chest wall portion 318 cooperates with the partition wall 32 and the two side walls 33 to define a top. Opening 360. By providing the top opening 360, even within the frequent wave action, gas entering the after-passing chamber 302 and the gas present in the post-cancellation chamber 302 can still be released from the top opening 360, thereby avoiding gas The accumulation of a large pressure in the aftercooling capsule 302 occurs.

The caisson body unit 4 is combined with the bulkhead wall 32 of the wave-eliminating body unit 3 and includes a rear wall spaced from the bulkhead wall 32 of the wave-eliminating body unit 3 and disposed opposite to the front wall 31. 41, and a filling module 42 filled between the bulkhead wall 32 and the rear wall 41. The weight of the filling module 42 is not limited. In the embodiment, the filling module 42 is formed by filling the space between the partition wall 32 and the rear wall 41, thereby forming the filling module 42. The breakwater 2 has sufficient weight to remain stable under the action of waves.

Preferably, the upright wall portion 311 of the front wall 31 of the wave-eliminating body unit 3 is spaced apart from the bulkhead wall 32 by a first distance D1, the bulkhead wall 32 of the wave-eliminating body unit 3 and the caisson body unit 4 The rear walls 41 are separated by a second distance D2, which is the total width of the breakwater 2 (ie, the wall thickness of the front wall 31 + D1 + the wall thickness of the bulkhead wall + + D + 2 wall thickness of the rear wall 41) 35% to 45%. The foregoing structural ratio is used to provide a relatively large volume for the caisson body unit 4 for providing weight, thereby ensuring that the entire structure of the breakwater 2 is stable and more resistant to strong wave forces, thereby contributing to stability. Wave clipping effect.

When the breakwater 2 is installed in the sea area, a bottom of the breakwater 2 is provided with a riprap base portion 5, and a front dam portion 319 at the bottom of the front wall 31 of the wave eliminator body unit 3 and the caisson body unit 4 respectively. A plurality of parallel base blocks 6 are respectively laid in front of the bottom of the rear wall 41 and a rear toe 411, and then Two large enough weighted stone coverings 7 are placed along the surface of the riprap base 5 in front of the base block 6, whereby the breakwater 2 is stably fixed at the port or the coast.

Referring to FIG. 2 and FIG. 5, FIG. 5 is a schematic diagram showing the instantaneous surface waveform obtained by the breakwater 2 using the hydraulic model test and the FLOW-3D numerical model to simulate the wave entering the breakwater according to the present invention according to the present invention. The solid line is the numerical simulation result, and the vector in the figure is the corresponding water molecule velocity). As can be seen from FIG. 5, when the wave 100 hits the front wall 31 of the wave-eliminating body unit 3 and the inner wave-eliminating wall 37, The waveform has a significant phase difference in front of and behind the wall of the front wall 31, the inner wave-removing wall 37, and accordingly, the structural design of the present invention can surely cause a wave to have a phase difference, thereby reducing and reducing the wave energy. Wave reflectivity.

Referring to FIG. 6, in order to simulate the wave into the breakwater 2 of the present invention by using the FLOW-3D value, the waveform has a phase difference before and after the wall of the front wall 31 and the inner wave-removing wall 37, and a turbulent energy loss effect occurs. (As shown in block K1 and block K2 in the figure, they are all blocks with obvious turbulence). The arrow symbol in the figure indicates the direction of water flow, and the length of the arrow indicates the flow velocity of water molecules. The result of Figure 6 is the same. It can be explained that the structural design of the present invention enables the wave to generate a phase difference after entering the front wall 31 and the inner wave-eliminating wall 37, and induces a turbulent energy loss effect, thereby contributing to reducing wave energy and reducing wave reflectance. It should be added that the above FLOW-3D is a fluid dynamic calculation numerical simulation system based on the three-dimensional motion equation of fluid. It was developed by Dr. CW Hirt in 1985 and developed by American Flow Science. Advanced software. FLOW-3D with fluid volume (VOF, Volume of The Fluid) method deals with free surface problems and can use FAVOR (Fractional Area-Volume Obstacle Representation) technology to describe structures in fluids. It has been shown in many related literatures that FLOW-3D simulation systems have been shown to interact with fluids and structures. The analysis of the system problem does have excellent accuracy and reliability. Therefore, the results of the FLOW-3D simulation are sufficient to confirm that the structural design of the present invention does induce a turbulent energy loss effect.

Referring to Fig. 7, there is shown a variation of the wave reflectance of a comparative example in which a wave is introduced into the breakwater 2 of the present invention by the FLOW-3D value and another breakwater having the inner wave canceling wall 37, wherein the vertices reflect the wave reflectance. The wave reflectance refers to the ratio of the reflected wave height to the incident wave height, the abscissa B/L is the relative width, and B refers to the actual width from the inner edge of the front wall 31 to the outer periphery of the bulkhead 32. That is, D1 in Fig. 2, the B value used in the simulation is 5.16 meters, L is the wavelength, and the B/L range simulated in Fig. 7 is 0~0.5. The value indicated by λ ₁ is the opening ratio of the front wall 31, and the value represented by λ _{2 is} the opening ratio of the inner wave removing wall 37, and the result shows that the wave reflection is provided when the inner wave eliminating wall 37 is provided. The rate is significantly smaller than the absence of the inner wave removing wall 37, and accordingly, the design of the present invention can effectively reduce the wave reflectance and achieve the effect of reducing wave energy. Wherein, when the opening ratio of the inner wave removing wall 37 is 12.5%, the wave reflectance can be effectively reduced.

Referring to Fig. 8, a variation of the wave force of the comparative example in which the wave into the breakwater 2 of the present invention and the breakwater without the inner wavelet wall 37 is simulated by the FLOW-3D value, the ordinate is The wave ratio and the abscissa B/L are relative widths. As can be seen from the results of FIG. 8, the structure design of the anechoic chamber of the present invention with the inner wave absorbing wall 37 can effectively reduce The wave force makes the breakwater less susceptible to damage and helps to extend its service life.

In summary, the breakwater 2 of the composite anechoic cabin of the present invention can achieve the following efficiencies and advantages, so that the object of the present invention can be achieved:

1. It is verified by the above numerical simulation results that the wave force acting on the breakwater 2 of the composite anechoic cabin of the present invention can be effectively reduced. Compared with the existing breakwater, the design of the present invention can reduce the size and weight of the breakwater 2, and The same anti-wave effect can be achieved, thereby reducing the amount of steel and concrete used. In addition to reducing engineering costs, saving raw material consumption can also help reduce resource consumption and thus achieve energy saving and carbon reduction.

2. The breakwater 2 of the present invention can be applied to the sea area within 10 meters of water depth in addition to the wave damage in the deep sea to provide a protective function, and can replace the traditional stone dyke formed by a large number of wave-eliminating blocks. In addition to effectively reducing the use of stone and wave block to reduce the amount of resources, it can also greatly enhance the beauty of the harbor, and there is still a leisure tour for viewing and fishing behind the top opening 360 of the breakwater 2. Auxiliary facilities (for example, platforms, plank roads, and security facilities) provide a hydrophilic swimming space for the public, so that the breakwater 2 of the present invention can beautify the landscape and provide rest functions in addition to the wave prevention function and the erosion of the toe. With a variety of use characteristics.

3. The anechoic chamber 30 of the wave-eliminating main unit 3 on the sea side of the breakwater can be used as a habitat for marine life, and the base block 6 is laid in front of the bottom of the front wall 31, and an ecological square design can be adopted. The surface of the base 6 is provided with a groove, a concave groove or a hole to allow the seaweed and seaweed to easily multiply. And providing a living space for adsorbing wall animals, or a shrimp and crab shell and a small marine life hiding and breeding space, thereby making the breakwater 2 of the present invention have the meaning of marine ecological conservation.

4. Since the caisson main body unit 4 on the land side of the breakwater 2 of the present invention is formed by backfilling the sand between the partition wall 32 and the rear wall 41, the center of gravity of the entire breakwater 2 is biased toward the land. On the side, if the new land is to be backfilled on the land side of the breakwater 2, this type of structure is more effective against the backfill pressure than the conventional caisson type breakwater structure.

The above is only the preferred embodiment of the present invention, and the scope of the invention is not limited thereto, that is, the simple equivalent changes and modifications made by the scope of the invention and the description of the invention are All remain within the scope of the invention patent.

2‧‧‧ breakwater

371‧‧‧Interpolation hole

3‧‧‧Balling body unit

4‧‧‧ caisson main unit

30‧‧‧Destroying cabin

41‧‧‧ Back wall

301‧‧‧Pre-destroyed cabin

411‧‧‧After the toe

302‧‧‧After the cabin

42‧‧‧Filling module

31‧‧‧ front wall

5‧‧‧Rocking Foundation

311‧‧‧Upright wall

6‧‧‧

312‧‧‧ bottom edge

7‧‧‧ stone cover

313‧‧‧ first turning line

100‧‧‧ waves

314‧‧‧Bevel wall

Z‧‧‧Upright direction

315‧‧‧Open hole

I‧‧‧Up and down direction

Opening at 316‧‧

D1‧‧‧First distance

317‧‧‧ second turning boundary

D2‧‧‧Second distance

318‧‧‧Breast wall

A1, A1‧‧‧ length

319‧‧‧ Front toe

B1, B1‧‧‧ width

32‧‧‧Chamber

A2, A2‧‧‧ length

33‧‧‧ side wall

B2, B2‧‧‧ width

34‧‧‧floor

A3, A3‧‧‧ length

35‧‧‧weightening stone

B3, B3‧‧‧ width

360‧‧‧Top opening

K1, k2‧‧‧ blocks

37‧‧‧Internal wave wall

BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a perspective view showing a state in which one side of a breakwater of a composite anechoic dam according to the present invention is cut off; and Fig. 2 is a side sectional view showing a preferred embodiment of the present invention A front wall of the wave-eliminating body unit has a sloped wall portion; FIG. 3 is a front view showing a front wall of the wave-eliminating body unit of the preferred embodiment with a plurality of upper holes and a plurality of lower portions FIG. 4 is a front elevational view showing the front wall omitted, illustrating that the inner wave-eliminating wall of the wave-eliminating body unit of the preferred embodiment is provided with a plurality of inner wave-eliminating holes; FIG. 5 is a test using a hydraulic model. And the FLOW-3D numerical mode simulates the wave, indicating the phase difference of the wave waveform of the preferred embodiment; FIG. 6 is a schematic diagram of the numerical simulation of the wave action using the FLOW-3D value. Figure, which illustrates the phase difference and turbulent energy loss effect of the wave waveform; Figure 7 is a relationship diagram using FLOW-3D numerical simulation wave action to illustrate the change of wave reflectivity after the wave enters the breakwater; Fig. 8 is a relationship diagram of the FLOW-3D numerical simulation wave action, illustrating the change of the wave force after the wave enters the breakwater.

2‧‧‧ breakwater

3‧‧‧Balling body unit

30‧‧‧Destroying cabin

301‧‧‧Pre-destroyed cabin

302‧‧‧After the cabin

31‧‧‧ front wall

311‧‧‧Upright wall

312‧‧‧ bottom edge

313‧‧‧ first turning line

314‧‧‧Bevel wall

315‧‧‧Open hole

Opening at 316‧‧

317‧‧‧ second turning boundary

318‧‧‧Breast wall

319‧‧‧ Front toe

32‧‧‧Chamber

33‧‧‧ side wall

34‧‧‧floor

35‧‧‧weightening stone

360‧‧‧Top opening

37‧‧‧Internal wave wall

371‧‧‧Interpolation hole

4‧‧‧ caisson main unit

41‧‧‧ Back wall

411‧‧‧After the toe

42‧‧‧Filling module

5‧‧‧Rocking Foundation

6‧‧‧

7‧‧‧ stone cover

Z‧‧‧Upright direction

I‧‧‧Up and down direction

Claims (6)

A breakwater with a composite anechoic cabin, comprising: a wave eliminator body unit, comprising a front wall defining a anechoic chamber, a partition wall spaced from the front wall, and two connected to the front wall a side wall between the partition wall and an inner wave-eliminating wall disposed between the front wall and the partition wall, the inner wave-eliminating wall separating the anechoic chamber into a front-eliminating cabin and a post-crowding a front wall having an upstanding wall portion extending upward from a bottom edge in an upright direction and terminating at a first turning boundary line, a first turning boundary line from the upright wall portion facing upward and extending obliquely toward the partition wall a bevel wall portion, a plurality of upper openings that are spaced apart from the bevel wall portion and communicate with the pre-emission chamber, and a plurality of spaced apart openings are disposed in the upright wall portion and coupled to the pre-crowd a lower opening communicating with the chamber, the inclined wall portion terminating at a second turning boundary line spaced from the partition wall, and the front wall further has an upward extending direction from the second turning boundary line in the upright direction a chest wall portion, the chest wall portion cooperates with the partition wall and the two side walls to define a top opening, and the chest wall Connected to the inner wave-removing wall, the upper opening has an opening ratio of 25% to 36% on the inclined wall portion, and the length of the upper opening is 50 of the length of the inclined wall portion along the vertical direction %~60%, the width of each upper opening is between 1.0 and 1.5 meters, and the total width of all the upper openings is 50%~60% of the total width of the front wall, and the inner wave-eliminating wall has a plurality of inner wave-carrying holes that are spaced apart and communicated with the front and the second wave-removing chambers, and the opening holes of the lower holes are 25% to 36% on the upright wall portion. The length of the opening is 50% to 60% of the length of the upright wall portion in the upright direction, and the opening ratio of the inner wave eliminating holes on the inner wave eliminating wall is 25%~36%; and a caisson main unit is combined with the bulkhead wall of the wave-eliminating main unit. A breakwater with a composite anechoic chamber according to claim 1, wherein the upper openings of the front wall of the damper body unit are elongated openings and are arranged in parallel in an up and down direction. The sloped wall portion. A breakwater having a composite anechoic chamber according to claim 1, wherein the lower openings of the front wall of the damper body unit are elongated openings and are arranged in parallel along the upright direction. The upright wall portion. A breakwater having a composite anechoic chamber according to claim 1, wherein the width of each of the lower openings is between 1.0 and 1.5 meters, and the total width of all the lower openings is the front The total width of the wall is 50% to 60%, and the length of the inner wave-eliminating holes is 50% to 60% of the length of the inner wave-eliminating wall along the vertical direction, and the design width of the inner-eliminating holes is 1.0~ 1.5 meters, and the total width obtained by accumulating the widths of all the inner corrugated holes is 50% to 60% of the width of the inner wave removing wall. A breakwater with a composite anechoic chamber according to claim 1, wherein the wave eliminator body unit further includes a hull chamber defined by the front wall, the bulkhead wall and the two side walls. a bottom plate and a plurality of weight-increasing stones stacked on the floor of the anechoic cabin. A breakwater with a composite anechoic chamber according to claim 1, wherein the caisson body unit includes a space spaced apart from the bulkhead wall of the damper body unit and disposed opposite to the front wall a first distance between the upright wall portion of the front wall of the wave-eliminating body unit and the bulkhead wall And a second distance between the upright wall portion of the front wall of the wave-eliminating main unit and the rear wall of the caisson body unit, the first distance being 35% to 45% of the total width of the breakwater, and the total width of the breakwater The result is the sum of the wall thickness of the front wall, the first distance, the wall thickness of the bulkhead wall, the second distance, and the wall thickness of the back wall.