KR101650232B1 - Semipermeable breakwater of combined power generation facility - Google Patents

Abstract

The present invention relates to a composite power generation system having a support reaction force wall, a wave power generator, and a wind power generator, which can be installed on a structure of a semi-permeable breakwater using a cast-in-place pile of a prefabricated caisson so that a prefabricated panel and an assembly- To a semipermeable breakwater of a facility.
The present invention for this purpose is to install a bottom hoeing on the sea floor by applying the cast-in-place pile method of the prefabricated caisson to the independent float basis method of the upright type breakwater which is relatively easy to secure the effective passage of the ship, and; The support pile is connected to the bedrock using RCD equipment; The piles are stacked on the pile reinforcing supports by dividing the landfill area, and the piles are stacked on the piles so that the piles are filled with the crushed stones so that the load is increased and the waves are distributed through the crushed stones; A pedestal assembly panel in a curtain wall manner is laminated to the front between a plurality of field drilled piles stacked with the prefabricated panels; When the installation up to the artificial tongue is completed, the pile and the head of the supporting reaction force wall are assembled and the reinforcing bars, concrete, and cap beam between the piles and the supporting reaction force wall are installed and integrated, Lt; / RTI > The space of the upper plate is provided to accommodate the rotational force and the lift of the wind power generator by installing a solar collecting plate and installing a tower of the wind power generator in connection with the pile support on the rear side of the floor tile. The wind power generator is characterized in that a transmission pipe composed of a plurality of transmission line cage partly-assembled caissons and a power transmission pipe pile caisson is provided.

Description

{SEMIPERMEABLE BREAKWATER OF COMBINED POWER GENERATION FACILITY}

The present invention relates to a composite power generation system having a support reaction force wall, a wave power generator, and a wind power generator, which can be installed on a structure of a semi-permeable breakwater using a cast-in-place pile of a prefabricated caisson so that a prefabricated panel and an assembly- To a semipermeable breakwater of a facility.

Generally, deep foundation of soil and foundation field is divided into foundation of pile foundation, cast-in-place pile and caisson foundation in pile construction of civil engineering structure construction, and the pile foundation is composed of steel pipe, PHC and RC pile , And it is classified into type (hoe) pile and embedded pile according to the construction method in the pile foundation.

Generally, the bearing capacity of the structure is economical in terms of construction costs and the bearing capacity is large in the case of the pile, but the construction condition is not easy due to the noise vibration. And, when there is a gravel or a hard layer on the stratum, the piling is broken in case of hitting, so the application condition is not easy.

Therefore, when the above conditions are not met, the pile is buried or buried in the field, and the buried pile is inserted into the pile after the excavation of the ground, and the application methods such as SIP, SDA and PRD are developed, . The above methods such as PRD and the like are developed, and there are many application methods depending on the layer conditions. Since the above-mentioned cast-in-place pile is installed at the site instead of the ready-made product, there are many difficulties in construction management and quality control, and in general, the bridge is widely used as a large diameter.

On the other hand, the breakwater installed on the sea is becoming a big social problem due to the erosion problem caused by scouring. The main cause of this is the occurrence of overlapping waves due to overlapping of the reflected waves formed by the partial reflection of incident waves. This is the main cause of the reduction of the base part, and it is urgent to secure the reflection wave control technology.

The breakwater construction methods can be broadly classified into three types, namely, a slope type inclining agent, an upright agent, and a hybrid agent. Firstly, the above-mentioned sloping type breakwater requires an enormous amount of stone, so it is not easy to procure and supply the material, it is difficult to recover from the damage to the natural environment, the maintenance cost is high and it is uneconomical and the water depth of the installation area should be about 20 m to 40 m The installation site is limited.

Therefore, although it is preferable to use the upright type which is easy to secure the width of the flow channel, it is often used as a hybrid agent to reduce the deterioration because many waves are generated due to the generation of reflected waves.

Caisson type is preferred among the upright types but the caisson is gradually enlarged and its size reaches 1.000 to 15,000 tons and its hoisting equipment used for land preparation, launching, transportation and installation should be at least 2,000 tons. , The disadvantage that the construction time should be fixed according to the schedule of the operating equipment which is extremely limited.

Although most of these breakwaters are gravity type breakwater, they play an important role in the blocking of the wet wave and the port temperature. However, they cause an artificial flow change due to the impermeable structure type, causing erosion in the port and surrounding areas, And the like.

The area occupied by the sea surface is relatively small and a curtain wall type breakwater consisting of a curtain (wave plate) and a pile structure supporting it is used to smooth the circulation of sea water through the lower part of the breakwater. do. This is because it is a non-bearing wall that is not subjected to loads other than its own weight in the form of a partitioned curtain wall which is excellent in application of soft ground and inland water but does not share load or other member loads due to its structural characteristics. In order to reduce the required porosity, the piles should be formed by the main heat type or the pile group formation. Therefore, the boiling phenomenon of the adjacent holes is inevitable due to the hitches generated during the construction, It is the limit that can not be done.

Therefore, it is difficult to maintain the structure during a large wave invasion exceeding the limit of the wave plate. Therefore, it is not suitable for application to a deep water depth or a large breakwater.

On the other hand, in the power supply and demand problem, there is a problem of transmission problems due to the installation of high-voltage lines due to large-scale power generation facilities such as fossil fuel power plants and nuclear power plants, and black out due to the gradual increase in demand for electric power. And the power supply and demand plan for each municipality should be coordinated with the central government.

Therefore, the wind power, wave, and solar power generation facilities, which are clean energy, are installed in the idle space of the breakwaters and the surrounding area. One of the biggest problems in installing the solar power generation system is to secure the installation site of the condenser, and as a countermeasure, it is proposed to construct an aquarium type condenser plate as an alternative. However, Transmission facilities are not perfect.

In the case of the above-mentioned wave power generation facility, the appropriate water depth must be secured in order to obtain the energy source of the available wave power. Therefore, it is a problem to consider the cost of self-sustaining in the installation area of the building.

In the case of the above-mentioned wind power generation facility, since it is economically effective to incur huge construction costs only when it is formed as a large lot, the installation cost and the complaints thereof are also a problem to be solved.

In addition, the laws and ordinances that must be granted for licenses and permits required for the above-mentioned power generation facilities and complexes include natural environment protection law, water pollution prevention law, coastal law, river law, forest law, fire prevention law, harbor law, port transportation There are hurdles that must be ratified by other customs laws such as business law, fisheries law, fisheries protection law, coastal fishery development law, fisheries resource protection law, airborne water reclamation law, waste treatment method, quarrying method, continental shelf method, In order to reduce the time, space and economical efficiency, we intend to build a multifunctional breakwater.

Therefore, the present inventor has introduced a cast-in-place pile method using a prefabricated caisson which can be operated as a 300-ton crane, and the present invention can be applied to the combined process of the additional process, thereby facilitating the operation of procuring equipment and eliminating the hassle do.

That is, in the inventor's invention patent No. 10-1256274, the assembly caissons are connected to each other to bind the assembly caissons to each other to form a square-shaped structure on the undersurface, and the inside thereof is dredged up to the top of the weathered rock (sandstone) By installing steel jackets with steel pipes and installing underwater concrete, it is possible to increase the role of footing and function of the piers. By reducing the error range of steel pipes, it is possible to secure the stability of work and save time and economy. Which can be used as a foundation pile.

In the invention patent 10-1211811, it is possible to offset the vertical or horizontal support force, bending moment and eccentric load by providing a float which is used as an extension base of the direct basis method, and the stress due to the ground reaction force and the uneven settlement (RC, D) method using an assembly caisson and a jacket which can reduce the resistivity to a pile base and increase the responsiveness according to the reduction of the overhead load on the entire upper part.

Accordingly, the present inventors have succeeded in constructing a breakwater having a combined power generation function capable of preventing environmental pollution by simultaneously constructing structures for various power generation facilities and circulating seawater in a part of the waters, thereby efficiently and efficiently controlling wave generators and wind turbines To be applied.

Patent registration 10 - 1256274 R.C.D method using assembly caisson jacket Patent Registration 10 - 1211811 Field casting piles using assembly caisson

Practical civil engineering basic design and construction, The latest design work handbook, construction history Civil Engineering, Lee Yang-gu, Kang In-sik, Introduction Marine Structural Engineering, Kyungsuk Choi Ports Fall 2013, Korean Port Authority A Study on the Development of Breakwater Prevention Ball, Seoul Metropolitan University Graduate School,

The present invention has been made in view of the above circumstances, and it is an object of the present invention to provide a method of installing a standing pile of a prefabricated caisson in an independent float basis method using an upright type breakwater, PILE is prevented from scouring and the piles are socked to the bedrock using RCD (Reverse Circulation Drill) equipment. The pile is divided into the landfill areas and the prefabricated panels are stacked, And the soil is filled to increase the load, the stability by self weight is ensured and the supporting reaction force wall is provided to increase the responsiveness against the wave force and at the same time, the supporting panel connecting the front piles is provided with unevenness and lamination By separating and integrating the uniform linearization of the body, it is possible to increase the peak separation of the incident wave and the area of the counterpart, The present invention aims to provide a wave generator and a wind turbine generator in a breakwater structure capable of reducing a corresponding wave and canceling a bending moment and an eccentric load in a vertical or horizontal direction and reducing the possibility of anisotropy in a pile foundation.

It is another object of the present invention to provide a semi-permeable breakwater construction capable of partially attenuating waves by preventing the flow of seawater due to the construction of a breakwater body, The wave generator of the structure and the support reaction force wall can be provided.

Another object of the present invention is to reduce the generation of overlapping waves due to the reflected wave, which is a weak point of the upright, and to improve the air delay due to the sinking due to the burrs and the efficiency of the settlement of the steel pipe, In this study, the pile foundation method was adopted to establish the base point of each pile, and the pile between each pile was set. The pile was built up by the prefabricated panel to fill the inside with the crushed stones. By maximizing the merit and integrating the structure of each zone, the top load is evenly distributed to the bedrock and the sea bed to secure the structural stability and the seawater channel is installed in the zone, So that the peaks pass through the crushed stones and the peaks do not act at the same time, To provide a semipermeable breakwater that serves to dissipate energy to reduce pressure.

Still another object of the present invention is to provide In order to secure the stability of the transmission line, it is necessary to provide additional independent facilities and ecological habitat space using the facility. I want to.

It is another object of the present invention to provide a power generation system in which each type of power generation facility is efficiently installed in a vehicle to reduce the cost of constructing the power generation facility and increase the power of the power transmission line to prevent fluctuation caused by the wave, There is.

In order to achieve the above object, the present invention provides a method of installing a ground-breaking pile of a prefabricated caisson in an independent backing-type method of an upright type breakwater which is relatively easy to secure the effective passage of a ship, A lowering footing is installed; The support pile is connected to the bedrock using RCD equipment; The piles are stacked on the pile reinforcing supports by dividing the landfill area, and the piles are stacked on the piles so that the piles are filled with the crushed stones so that the load is increased and the waves are distributed through the crushed stones; A pedestal assembly panel in the form of a concavoconvex is stacked on the entire surface between a plurality of field drilled piles stacked with the prefabricated panels; When the installation up to the artificial tongue is completed, the pile and the head of the supporting reaction force wall are assembled and the reinforcing bars, concrete, and cap beam between the piles and the supporting reaction force wall are installed and integrated, Lt; / RTI > The space of the upper plate is provided to accommodate the rotational force and the lift of the wind power generator by installing a solar collecting plate and installing a tower of the wind power generator in connection with the casting pile on the rear side of the floor tile. The wind power generator is characterized in that a transmission pipe composed of a plurality of transmission line cage partly-assembled caissons and a power transmission pipe pile caisson is provided.

As described above, according to the present invention, it is possible to overcome various constraint requirements of the submarine topography condition and to select a wider area by adopting the cast-in-place pile method of the prefabricated caisson, And the peak part of the incident wave is divided by projecting the part of the wave generator stand in the front part of the body to reduce the concentration of the wave and the artificial fish which performs the sofa function is installed and the vortex of the wave generator water is used It is possible to reduce the reflection wave to the wave and to maximize the one-way vortex intensity by utilizing the attraction force, maximize the seawater suction effect, and to induce the action of the seawater, thereby making it possible to distribute the seawater.

The present invention can increase the reaction force against the wave and the stability of the whole structure by constructing the support reaction force wall with the reinforced concrete wall as the field piling wall, and applying the field piling method of the prefabricated caisson, Therefore, it is unnecessary to produce soft ground such as liquefaction, consolidation settlement, uneven settlement due to landfill, and reinforcement treatment and replacement process therefor.

The present invention can prevent degradation of fish reefs by preventing artificial fishes from decreasing by restricting the reduction of fish reefs by installing artificial fishes vertically on the outside of the fishes and providing various habitats of ecosystems, have.

Since the present invention can accommodate various types of clean energy generation facilities, it can actively cope with the supply and demand of power in the area. Also, in the case of the transmission facility, the structure volume of the transmission line is maintained by the pile- By increasing the frictional force with the surface and constructing the supporting pile in parallel, it prevents the transmission line from moving by the algae, protects the wire from the fishing net of the fishing boat, increases the breaking force, Power transfer can be performed.
In the present invention, first cast concrete is laid on the seabed surface by applying the pre-cast pile method of the prefabricated caisson to the independent float basis method; The supporting piles are connected to the bedrock by using RCD equipment to connect a plurality of piles to the second finishing pile; A prefabricated panel is stacked on top of the lower footing to fill the interior with crushed stone and gypsum; In a building structure in which a pedestal assembly panel is stacked on a front surface between a plurality of field drilled piles stacked with the prefabricated panels,
A wave generator is installed on a pedestal assembly panel installed between the excavated piles and a supporting reaction wall is provided on the rear side of the wave generator and a side adjoining area of the supporting reaction wall is provided with a water hole and a lattice net, A panel is installed and a plurality of artificial ear sheets are stacked on the front surface of the wave generator;
When the installation up to the artificial tongue is completed, the pile and the head of the supporting reaction force wall are assembled and the reinforcing bars, concrete, and cap beam between the piles and the supporting reaction force wall are installed and integrated, Lt; / RTI >
The space of the upper plate is provided to accommodate the rotational force and the lift of the wind power generator by installing a solar collecting plate and installing a tower of the wind power generator in connection with the casting pile on the rear side of the floor tile.
The present invention relates to a semi-permeable breakwater of a general power generation plant having a power transmission line composed of a plurality of transmission line holder partly assembled caissons and a power transmission pipe pile part caisson,
The connection between the lower fitting and the connecting pipe is made to fit the connection of the transmission pipe. The prefabricated caissons are assembled in the lengthwise direction, and the caisson assembly of the transmission pipe pile is placed in each connection part of the mounting part transmission pipe,
When the mounting is completed, the jacket is installed on the pile and the mounting base, and the connection plates are assembled and connected by bolts and nuts,
Inside the prefabricated caisson, underwater concrete is laid using marine concrete work line and tremie pipe,
When the above installation is completed, the main pipe is inserted into the induction steel pipe, and the reinforcing net is inserted into the pipe after the vibration is press-fitted into the vibro hammer. At this time, the height of the reinforcing bar is set 10 cm lower than the guide pipe, And the height of the pile is the same as that of the prefabricated caisson.

FIG. 1 is an installation view showing a semi-permeable breakwater using the piling method of the prefabricated caisson of the present invention,
FIG. 2 is a state diagram illustrating a wave generator and a support reaction force wall in a construction structure according to an embodiment of the present invention. FIG.
FIG. 3 is a flow chart for installation of a prefabricated caisson and jacket of the present invention,
4 is a detailed view of the assembled casings of the present invention,
FIG. 5 is a detailed view of the reinforcing net and jacket for supporting the lower backing of the present invention,
6 is a flow chart of the steel pipe insertion and RCD of the present invention,
FIG. 7 is a view showing the grouting of the present invention, the installation of a structure using a prefabricated panel,
8 is a detailed view of the steel pipe support connection part, the upper and lower end panels, and the pedestal assembly panel of the present invention,
FIG. 9 is a detailed view and installation view of a steel tube support according to the present invention,
10 is a view showing the installation of a reinforcing wall reinforcing bar network of the present invention and the installation of a concrete beam, a wave generator, an artificial fishing rod, a cap beam and a floorboard,
Fig. 11 is a detailed view of the wave generator and pedestal caisson and reinforcing net,
Fig. 12 is a detailed view of a stand-alone wind turbine installation and a transmission pipe mount portion,
Fig. 13 is a detailed view of a transmission-pipe-mounted, assembled caisson and a jacket,
14 is a detail view of the installation of the transmission pipe.

Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings.

FIG. 1 is a view showing a breakwater using a piercing method of cast-in-place pile method of a prefabricated caisson of the present invention. FIG. 1 is a perspective view showing a breakwater of a composite power generation system including a wind power generator 102, a wave generator 104, a solar generator 103, In order to solve the pollution of the water environment in the port by securing the advantages of the caisson method and the curtain wall method and circulating the seawater of the outer sea, The artificial pile 108 having the function of installing the artificial fish pile 108 can be installed on the foundation supporting method, and the pile piling method of the pile construction method is applied.

Therefore, it is possible to contribute to the proliferation of seafood in the construction area and surrounding fisheries by preventing the deterioration of water pollution in the inner harbor, It is possible to save time, space, and economies by carrying out the parallel operation at the time of constructing the product without having to incur huge cost when constructing the production facility.

By using the invention patent of the present inventor, a plurality of field drilled piles 416 of the lower hood 101 are added to the sea bottom surface float method to secure stability to the bedrock, and the prefabricated panels 109 are stacked The crushed rocks are packed by each pile, and the adjoining area is constituted as a reaction force and support wall, and the ties between the drilled piles 416 are united to secure the stability of the entire structure. will be.

In the semi-permeable breakwater, the wave front power generation facility 104, the wind power generation facility 102, the solar power generation facility 103. 111, the artificial fish foundation 108, the work site 110 and the wave inlet 113, A pedestal assembly panel 433, a transmission facility 106, and the like. The cage farm 122 can be installed in the independent wind farm 105 and the transmission tower 107 can be installed in the transmission pipe 106.

In the breakwater construction of the present invention, the cast-in-place piling method of the prefabricated caisson is applied to the independent float basis method of the direct-based method to install the lower footing 101 on the sea floor (see FIG. 3) (See FIG. 6). The landfill area is divided and the assembled panel 109 is piled up for each district, and the inside thereof is filled with crushed stone (refer to FIG. 7). By increasing the load, And the friction surface area of the filled crushed stone in the channel area is enlarged to induce the energy dissipation effect of the incident wave. When the incident wave is a long wave having a large force, it is uniformly distributed from the water surface to the bottom, Is increased to increase the resistance, so that the vibration width is reduced to increase the response force against the wave force, and the stress due to the ground reaction force and the response to the uneven settlement Sikkim increased and at the same time it is possible to reduce the bending moment, the eccentric load in the vertical or horizontal direction by installing the laminated base panel assembly 433 to reduce the room for differential settlement a pile foundation.

FIG. 2 is a front view and a plan view of a wave power plant and a support reaction force wall in a breakwater construction structure according to an embodiment of the present invention, which is the installation of the prefabricated caisson and the jacket of FIG. The order of the primary concrete pouring, the order of the steel pipe insertion and the RCD of FIG. 6, the lower grouting of FIG. 7, the installation of the assembled panel and the crushing filling; 10, the installation of the reinforcing bar wall, the installation of the concrete, the wave generator, the artificial ear, the installation of the cap beam, and the roof (floorboard).

That is, in the front view and the plan view of the wave generator 104 and the support reaction force wall 439 in the building structure, the area based on the cast-in-place pile 416 is installed on the pedestal assembly panel 433 on which the wave generator 104 is stacked And a supporting reaction force wall 439 are provided in the vicinity of the water supply port 435 and the water supply port 435 capable of circulating the seawater and the lattice nets 436 are provided in the adjacent area, A second layer 108 is stacked and installed.

The wave generator 104 includes a working tool 110, a wave power inlet 113, an air inlet 441, and an air outlet 442.

A pile support connection hole 410 is formed in the pile support frame for connection with the pedestal assembly building panel 433 of the front stacked structure in a concave and convex shape and the panels 425 to 423 on the lower flooring 101 on which the crushed stone 306 is mounted, A plurality of connecting rings 607, a pulling and connecting ring 606, a plurality of upper and lower connecting rings 412 and a circular part connecting ring 411 are formed and fixed by wires 611, respectively.

The pedestal assembly panel 433 is also provided with a plurality of upper and lower connecting rings 412 and a circular portion connecting ring 411, and can be fixed by wires.

The wave generator 104 represents the flow of seawater to the inflow water 437 entering from the outer sea to the sea, the drain 438 from the inner sea to the sea, and the drainage 446 from the wave generator.

The supporting reaction force wall installation part 450, the wave generator installation part 448, the artificial fish supporter part 449 and the half-bed assembly panel 433 and the connection part upper panel panel 423 together with the clogged embedding part 407, Is installed.

In the breakwatershed structure of the present invention, the wave generator and the support reaction force wall are introduced by the cast-in-place pile method of the prefabricated caisson for the quality deterioration due to the depression and the efficiency of the steel pipe file when the support pile is constructed, And the bottom area of each pile is secured by stacking a prefabricated panel (109) provided with a pouring port to fill the inside of the prefabricated panel with crushed stone to distribute the seawater and reduce the wave power. On the other hand, A wave generator 104 is installed on the front part using a pedestal assembly panel 433 and a reinforcing concrete wall is formed on the rear surface of the wave generator 104. The reaction force and support force for the wave generator are increased, And uniformly distributes the overhead load to the base of the base arm, ensuring structural stability.

Fig. 3 is a construction flowchart for installation of a prefabricated caisson and a jacket, and first concrete pouring.

The breakwater construction structure of the present invention is characterized in that the steel pipe inserted at the time of entering the reworking operation after the withdrawal of the temporary equipment and the inevitable temporary equipment deteriorates in the area where the bird is caught during the construction work of the sea pile is depressed due to scouring, In order to reduce the loss, there is provided a structure in which six guide steel pipes 208 are attached to the seabed surface 203 to increase their own weights, and the main steel pipes 211 are inserted into the structure, Thereby improving the quality.

As shown in Figure 3 (a), the lower footing installation area is connected to the submarine sediment 204 (204) of the subsea surface 203 in the zone with a crumbshell bucket 205 using a crane 201 on the barge 202 ) And to the top of the soil layer, to the top of weathered rock. The residue can be ground-cleaned using a sand pump (see FIG. 4: 604).

As shown in FIG. 3 (b), the crane 201 of the barge line 202 can be used to provide a prefabricated caisson 206. The sand pump 604 is inserted into the circular hole 603 like the prefabricated caisson shown in Fig. 4 (c) to connect the lower grouting and the assembled panel as shown in Figs. 7 (a) Injection (605, 608) The bottom surface of the prefabricated caisson (206) can be cleaned.

The prefabricated caisson shown in Fig. 4 (a) has a male-faced caisson 601 of the left and right male connector 609 shown in Fig. 4 (b), and a male preformed caisson 601 of the unicast female connector and the circular hole 603 602) are successively combined into a square having a corresponding size. Then, the corner caisson 612 is used to finish each corner.

The size of the square should be more than 1,000 tons of the structure after concrete pouring, so that it can be prevented against propagation by waves and other environmental external forces such as typhoons and tsunamis. .

4 (d), a circular hole 603 and an air pressure inlet 605 are formed in the periphery of the circular hole 603.

In the arm-assembled caisson 602 shown in FIG. 4 (e), a circular hole 603 and a traction coupling ring 606 around the circular hole 603 are provided, and two coupling rings 607 are provided on the side.

When the caisson assembly is finished, the wires are inserted into the connection rings (607) between the respective assemblies, and the hydraulic cylinder is tensioned and tightened with a wire socket to prevent the swing and to secure the shape of the structure.

When the flatness of the underside surface 203 is uneven, it is balanced by using a solid wood, and the space between them is filled with sand bags to fill an empty space.

Then, the jacket 207 (see Fig. 5 (b)) is dropped and installed in the crane 201 as shown in Fig. 3 (c). Here, the jacket 207 is made up of six guide steel pipes 208 and a grouting pipe 403. The induction steel pipe 208 should have a diameter 200 m / m larger than the adjacent steel pipe.

5A is a bottom reinforcing reinforcing bar made of reinforcing bars 402 and guiding steel pipe guards 231, a grouting pipe guards 232 and a plurality of connecting portions 409 in the H beam 401. And is fastened to the connecting portion 409 by using the nut 406, the washer 408 and the bolt 407.

Thereafter, as shown in FIG. 3 (d), the underwater concrete can be firstly laid by using the concrete injection hose 225 and the trapezium pipe 209 at the marine concrete working line 210. At this time, the height of the mounting is limited to half of the jacket 207. This is for smooth assembly of the reinforcing steel net of the lower mounting 101 to be installed later.

As described above, by applying the ground piling method of the prefabricated caisson to the independent float basis method of the direct basic method and installing the lower backing 101 on the seabed surface 203, the prefabricated caisson 206 and the jacket 207 are provided with primary Concrete pouring is completed.

6 is a flowchart of steel pipe insertion and RCD (Reverse Circulation Drill). A crowned steel pipe 211 is inserted into the induction steel pipe 208 in the lower footing 101 shown in Fig. 3 by using the crane 201 of the barge 202 as shown in Fig. 6 (a) .

The diameter of the near-inlet steel pipe 211 is 2,000 to 2,500 mm, and the thickness thereof is 50 to 20 mm or more, and usually 20 to 25 mm.

At this time, as shown in FIG. 4 (f), the wire 611 is connected to the adjacent steel pipe connection ring 227, and the wire 611 is connected through the guide pipe circular hole 228 via the bushing roller 226 And when it is pulled, the close-fitting steel pipe 211 is seated.

Therefore, as shown in FIG. 6 (a), the near-intake pipe 211 is inserted into the guide pipe 208 of the lower backing 101, and the vibrohammer 212 is mounted on the crane 201 and pushed in.

When the press-fitting is completed, the RCD bit 213 of the RCD equipment 216 is used as the bedrock of the RCD equipment 216, as shown in FIG. 6 (b), using the excavated soil conveying line 218 and the RCD power pack 215 of the RCD equipment 216 Excavate to depth.

Here, reference numeral 214 denotes an excavation surface under the lower lighting 101. The depth of excavation is 1.5 D (D = diameter) when the bedrock is soft rock, and more than 3 D when it is weathered rock is satisfied with the condition of socking.

The reinforcing net 217 of the field drilled piles assembled in advance on the ground is inserted into the barge 202 using the crane 201 of the barge line 202 (see FIG. 6 (c)).

5 (a) is mounted on the concrete installation surface 229 shown in Fig. 6 (c), and then assembled and connected to a jacket (see Fig. 5 (b)) .

As shown in FIG. 6 (d), the concrete is injected into the excavation hole by using the concrete injection hose 225 and the tremy pipe 209 of the marine concrete working line 210. Here, reference numeral 219 denotes a concrete piercing portion of the reinforcing net 217 of the cast-in-place pile.

Thereafter, the secondary concrete is poured into the empty space between the intake pipe 211 and the induction steel pipe 208 and the remaining portion of the lower footing 101, that is, the upper part of the concrete installation surface 229, At this time, the upper end finishing work is done by using the underwater vibration vibrator.

Thus, the secondary concrete casting as the reinforced concrete pile on the primary concrete installation of the prefabricated caisson 206 and the jacket 207 completes a plurality of structures as shown in FIGS. 3 to 6, , Concrete pile, that is, a cast-in-place pile (416).

FIG. 7 is a view showing the lower grouting, the installation of a building structure using a prefabricated panel, and a crushing filling diagram.

7 (a) is a grouting flowchart in which voids in the ground between the lower float 505 and the bedrock are blocked and cement is injected to prevent infiltration of water under pressure, thereby filling voids existing between the structure and the bedrock.

That is, the grouting pipe 403 of the prefabricated caisson poured into the primary concrete by using the cement injector 221 and the perforator 220 after the primary concrete installation of the prefabricated caisson 206 shown in FIG. 3 and the jacket 207, And the cement injector 221 is used to consolidate the grouting section section 223 by using the infusion pressure 222. In this way,

At this time, grouting can be performed only at the local cross-sectional area. Here, reference numeral 224 denotes an injection direction of the grouting section section 223.

Fig. 7 (b) is a view showing the operation sequence of the embedding section, the wave generator stand installation section, the artificial root assembly installation section, and the support reaction force wall installation section shown in each zone, and they are stacked using four types of assembled panels .

8 (b) is a detailed view of the upper end panel of the joint part, FIG. 8 (c) is a detailed view of the lower end of the joint part, and FIG. 8 (d) Panel, and Fig. 9 is a detailed view of a steel pipe support.

First, it is used as a medium-cured reinforced concrete. It is preferable to use the panels so that the panel size is 2 m in height, 10 m in length and 80 cm in width do not exceed 50 tons, and circular sections 415 The shape of the curve shall be equal to or less than 1/4 of the circumference of the pile in the same way as the circumference of the adjacent steel pipe pile.

The circular portion 415 can be easily pushed down from the upper portion of the pile to prevent pivoting of the pile, so that the upper and lower portions can be fastened to each other and the pile can be supported by a support member against external waves. There is a purpose.

As shown in Fig. 8 (a) in the upper end of the lower hooding. The pile lower reinforcement support 303 (see Fig. 9) is installed as a support for supporting the pile between the support piles.

The lower assembled panel 425 shown in Figure 8A includes the upper latch 413 and the left and right semicircular parts 415 of the connecting part 414 and the semicircular part connecting hook 411 and the upper connecting link 412, . Here, a water inlet 435 and a grid net 436 are formed at regular intervals.

The lower end of the pile support 303 is provided with a connection lower panel 424 of the pile support 303 as shown in Fig. 8 (b), in which the pile support 303 is made of titanium, Stainless steel plated steel is used. If the thickness of the coating is 0.4 mm, it has 50 years durability and sufficient corrosion resistance, which can reduce the material cost. At this time, the diameter of the water supply port is 500 m / m, and the size of the grid network is 100 m / m in width and length.

The assembled panel upper end portion 423 of the connecting portion mounting portion 414 shown in Figure 8 (b), the assembled panel lower end portion 424 of the connecting portion mounting portion 414, and the respective pile support connecting portion mounting portions 417 have. The water channel 435 and the lattice nets 436 are formed at regular intervals.

9, the upper end panel 423 of the connection part is fitted to the peg support rod mount part 417, as shown in FIG. 9, after assembling the steel pipe support 303 having the bottom assembled panel and the connection part lower panel as described above. Load.

The lower panel 423 of the connection part shown in FIG. 8 (c) is provided with a lower panel mounting part 418 of the upper assembly 423 of the upper clasp 413, a lower panel mounting part 428 of the lower connection part 414, ). The semi-circular part connection ring 411, the upper and lower connection rings 412, the water inlet 435, and the lattice nets 436 are also formed on the lower panel of the connection part.

- After the loading, the wire is inserted into the connecting ring (412) and put up to the prefabricated caisson connecting ring (607), tensioned up and down, and the circular part circular connecting rings (411) are fastened together .

The supporting reaction force wall 439 shown in FIG. 2 and the stationary section of the wave generator 104 are manufactured in the same four types of panels without the water inlet.

8 (d), the wave generator base assembly panel 433 having a concavo-convex shape is constituted by a plurality of upper and lower connecting rings 412, three upper catches 413 and a circular portion 415 . Therefore, the pedestal assembly panel 433 can be manufactured in the form of three coupling parts as shown in Figs. 8 (a) to 8 (c), and is stacked and assembled by the same assembling method.

As shown in FIG. 7 (c), by using the crush stone discharging equipment 304, the crush stone 306 is discharged by using the excavator 305 at a point to be installed, have.

The dropping equipment (304) used in this case can be newly manufactured, but the hydraulic cylinder and the clamping cylinder for the left, right, upper and lower sides of the casing oscillator, The pipe 307 used for the unloading operation is a combination of 3 m to 6 m of casings having a diameter of 1,500 to 2,000 m / It can be used by adjusting the length of use. The diameter of the crushed stone should be 1.5 m or less.

The pile support frame 303 having the lower assembled panel 425, the lower panel 424 and the upper panel 423 connected thereto is assembled and installed on the pedestal assembly panel 433 May be installed at the front-side drilling pile 416 and combined with the rear connection panel and the connection upper panel.

An upper latch 413 is attached to each of the assembled panel upper end portions 427, a connection portion 414 is fixed to the lower end portion 428, and the entire periphery of the inner circular portion 415 is sealed with a non-toxic foam sponge (EVA) sneakers outsole material is selected and made to join, which attaches on the ground.

The assembly is carried out from the area where the assembly is performed first, and the area is provided between the whole area excluding the support reaction force wall 439. When the dropping is completed, as shown in FIG. 7 (d), a smoothing operation is performed with the sandstone picking apparatus 308 or an underwater vibrating roller.

Thus, the assembled panels shown in FIG. 8 are successively stacked for each tier by dividing the landfill area to complete the steel pipe support shown in FIG. 9, and the crushed stone 306 is dropped. At first, the diameter is large, And the smallest ones are carried out three to four times to a diameter of 15 mm to fill the space between the large craters (306), thereby reducing the flow of aggregate in the compartment by the wave force.

At this time, the wave generator installation part 448 alternately pours the crushed stones and soil as shown in FIG. 2 up to the lower end of the concrete pouring part 453 and pours abandoned concrete up to the upper part of the connection part upper panel 424. Thereafter, as shown in FIG. 9 (a), the pile support is assembled with the reinforcing net connecting portion 452 and the reinforcing net connecting plate 451 of the pile support 434 for the wave generator support and the wave generator support shown in FIG. 11 (b) The reinforcing net 430 is assembled by fastening the bolts and the nuts with the connecting plates 451 aligned with each other. At this time, the pile support vertical link 418 and the reinforcing net hook 445 are aligned with each other.

The reinforcing net installation height reaches the upper end of the reinforcing net mounting portion 454 shown in FIG. 11 (a), and then the mat concrete to be installed in the wave generator cylinder chamber is inserted into the concrete installation portion 455 And the wave generator 104 (see FIG. 11 (c)) is allowed to enter into the gap by leaving about 1 m to the upper end of the connection upper panel 423.

After the wave generator 104 is installed, the wire is inserted into the upper and lower connecting rings 412 up to the prefabricated caisson connecting ring 607, the side is inserted into the prefabricated panel circular portion connecting ring 411, Tighten with wire socket.

FIG. 9 is a detailed view of a steel pipe support. As shown in FIG. 9, the six cast-in-place piles 416 poured on the lower fitting 101 are the lower structure panel 425, the lower section panel 424 A pile support vertical connection plate 418, an outer pile support circular portion 419, and a pile support circular portion 420 of the inner portion; The pile support transverse linkage 421 and the pile support linkage 422 and the mounting portion 417 of the assembled panel upper portion 417 and the mounting portions 417 and 414 of the lower portion of the assembled panel are used to connect the lower assembled panel 425, (424) and the connection top panel (423) or can be mounted on the other lower fitting (101).

The front panel assembly 433 of the front panel assembly in the form of the concave-convex portion is composed of a pile support 434, a wave generator base reinforcing net connection plate 451 and a reinforcing bar network connection portion 452 for bracket reinforcement.

A pile support connection hole 410 is formed in the pile support and the panels 425 to 423 on the lower hooing 101 on which the crush stone 306 is mounted are provided with a plurality of connection rings 607, A ring 606, a plurality of upper and lower connecting rings 412 and a circular part connecting ring 411 are respectively formed and fixed by wires.

Also in the pedestal assembly panel 433, a plurality of upper and lower connecting rings 412 and a circular part connecting ring 411 are formed and fixed by wires.

Fig. 10 is a view showing the installation of the wave generator, the support reaction force wall, the artificial fish supporter, the cap beam and the upper plate, Fig. 11 is a view showing the wave generator and the pedestal caisson and reinforcing net, (Fig. 11 (c)).

First, as shown in FIG. 5 (c), a reinforcing net of the support reaction force wall 439 is used. This is because the steel plate 431, the reinforcing bars 402, the angles 404, A reinforcing net connecting hole 432 is formed.

After that, the reinforcing net used for the supporting reaction force wall 439 can use galvanized reinforcing bars to prevent corrosion, but considering the economic problem, the epoxy coated reinforcing bars 402 are used, and the thickness of the coating is 150 Mu m.

As shown in the supporting reaction force wall reinforcing net 429 of the crane 201 shown in FIG. 10 (a), one section is made to have a size of the size between the support and the support, The reinforcing bars 402 are attached to the steel plate 431 by welding. The upper and lower portions of the reinforcing bars 402 are connected to the reinforcing bar connecting holes 432 The welded steel plate 431 is welded.

At this time, the thickness of the steel plate 431 is 15 mm or more. The method of assembling the reinforcing bars 431 is such that the supporting reaction force wall reinforcing net 429 to be placed at the bottom end is received by the crane 201 and is mounted on the assembled panel 301 (see FIG. 10 (a)), The reinforcing net connecting holes 432 are lifted up to fit the reinforcing net connecting holes 432, and then the reinforcing net connecting holes 432 are fastened together using a high strength bolt and a nut.

The support reaction force wall 439 introduces a reinforcing net insertion method and a concrete pouring method among advantages of a slurry wall method which is widely used as an underground earth retaining wall or a water wall on the land.

The difference from the continuous wall method is that no guide wall and trench are formed, so there is no need to manage the amount of stabilizing solution, no joint treatment is required, and no excavation and vertical management is necessary. have.

One of the advantages of the method of the present invention is that since the assembled panel assembly itself forms the shape of the wall and its self weight and pile support connection form a formwork and a reinforcing support base, it is possible to limit the height of the concrete casting height, Since it is constructed in such a way as to solve the troubles and construction problems of connecting the members used in the other method by the field installation method of the reinforced concrete wall having a strong section, which does not require form reinforcement installation and dismantling work, And has a structural strength in which the bottom fitting assembly is connected to the bedrock in a state in which the bottom fitting assembly is seated.

In addition, if the inner port is a liquefied natural gas storage facility that prioritizes maintaining a constant temperature rather than seawater circulation, constructing a reinforced concrete wall in the same way as an adjacent waterway area is an excellent breakwater capable of coping with any environmental external force.

10 (b) and the tremy pipe 209 shown in FIG. 10 (b) to construct a reinforced concrete wall. In this way, the wave is canceled and the structural stability of the fluid is secured. The thickness of the supporting reaction force wall should be 3 ~ 4m, which is 1.5 ~ 2 times the diameter of the supporting pile.

The concrete used is Portland cement or ASTM type-Ⅱ cement with 385 - 565 kg / ㎥ of cement content containing pozzolans such as fly ash which is resistant to freezing, melting and reducing sulphate attack.

When the support reaction force wall 439 of the reinforcing net 429 is finished, the pedestal 430 on the assembled panel 433 and the reinforcing steel net are connected to the reinforcing net clasp 445 are aligned on the pile support vertical connection base 418, and then the reinforcing mesh connection plates 451 of the wave generator base are coupled with each other using bolts and nuts.

When the rebar net assembly is finished, the concrete is laid by using the trampeye pipe 209 to the concrete pouring portion of the pedestal (see Fig. 10 (b)).

After mounting the manufactured wave generator cylinder chamber on the concrete installation surface, the wire is inserted into the upper and lower connection rings 412 and the upper and side wire connection rings 227, Ha. Left. And tensions are bound to the adjacent link rings in the right direction.

There are two types of wave power generators 104 shown in Fig. 11 (c), that is, a vibration frequency mold and a wall wave form, and a vibration frequency casting installation capable of easily obtaining wave energy conversion efficiency and obtaining energy regardless of the wave height, The mold should be provided with an air circulation chamber for rotating the watertight chamber and the turbine.

A certain depth of water is required to obtain the wave power for operating the wave generator 104, and a volume for maintaining the depth of the submergence and a certain depth at the time of installation in the area satisfying the condition, .

The construction of the method of the present invention can be carried out only by adding a little additional process.

When the wave generator 104 is installed, the artificial fish candle 108 is vertically installed on the front surface of the assembled panel using the crane 201 on the entire surface of the water channel as shown in FIG.

The installation height is limited only to the position where it can be visually recognized on the water surface (this is to serve as a collision preventing chin for preventing the collision of the ship), the upper and lower connecting links of the artificial fish weights 108 shown in FIG. 11 (d) 443 and the left and right connection rings 444 and the left and right sides installed on the left and right sides from the upper connection link of the assembled panel 109 located at the uppermost position to the assembled casement connection link 607 Are inserted into the circular assembled panel connection rings of the piercing piles (416), respectively, and are tightened with hydraulic cylinders and fastened by wire sockets.

This is because it disperses the concentration of the incident wave to attenuate the wave power, and at the same time, it functions as a sofa that can greatly reduce the possibility of occurrence of the overlapping wave due to the reflected wave, and at the same time, Homework for installation of water depths is solved, and at the same time, various fish and shellfish proliferation can be expected, which can contribute greatly to the fisheries growth of nearby fisheries.

10 (c), the head portions of the above-ground drilled piles 416 and the upper portion of the support reaction force wall 439 are arranged, and the reinforcing bars, concrete, The cap beam 310 is installed and integrated, the bending moment and the eccentric load in the lateral direction (horizontal direction) are reduced to prevent the deformation of the head of the pile of the support pile and to stabilize the entire structure, And transmitted to the seabed surface through the bedrock and the lower hood 505, thereby preventing the differential settlement.

10 (d), a top board (floor board) 311 is installed on the cap beam 310 again. As a countermeasure against the occurrence of partial erosion at the bottom of the embankment due to repetitive waves caused by reflected waves due to the caisson, curtain wall lattice, and lagoon type, the conventional breakwater concrete flooring (flooring: 311) Install a thread.

In the method of the present invention, since the whole area of each section is assumed to serve as a water passage for each water depth, a seawater exchange system .

There is a possibility that the coupling between the diaphragms is disturbed in the case of a large wave invasion, and the floor plate 311 is cracked due to the minute cracks of the entire body due to the loss of the clay stone in the case of the quartz type, 310 are installed, the respective support piles and the support reaction force wall are integrated, thereby being able to cope with the above-mentioned concerns.

The solar collector plate 103 shown in FIG. 1 is installed in the clearance space of the upper board (floorboard 311), and the solar collector plate 103 is additionally installed on the floor cover 120 when the current collecting area is insufficient. One of the problems is that you can solve the problem of installing the front plate installation facility and site.

The tower of the wind power generator is installed in connection with the pile support on the rear surface of the floor tile 120, so that the rotational force and the lift of the wind power generator 102 can be sufficiently provided.

If the required amount of electric power is insufficient in the area where the breakwater is installed, it is possible to install the independent wind power generation function (105) as shown in FIG. 1 and install it by the same method when constructing the breakwater. You can save money.

The artificial fish (108) is installed around the independent wind power generator, and when the artificial fish (108) having a high spatial composition ratio is installed according to the morphological characteristics, it is affected by the waves and algae, , Sinking due to burrowing by crypts and sinking due to self weight, reduction of the common enemy of the reefs, and reduction of the function of the reefs can prevent the degradation of the function of irritating the flow of fish stock.

On the other hand, the installation methods of offshore wind power generators are classified into gravity type, floating type, pile type, and the gravity type has its own weight, the installation ground is extremely limited, and the deeper the depth, Application conditions are tricky.

The floating type is applicable to the deep depth of the installation area, and the location condition is more free, but the increase of the steel price, the facilities of the mooring device, and all the problems related to the transmission route are incidental.

The above-mentioned file system has the advantages such as the facility is relatively difficult and the soft ground can be applied. There are two types of mono file and jacket type. Mono file has good applicability, but there are concerns about eccentric load, The problem with oysters is not fundamentally solved, and many adopts a jacket formula.

However, since the size of the jacket must also be proportionally larger as the depth of deeper becomes deeper, the hoisting equipment required for land manufacturing, transportation, launching and installation must also be enlarged. Therefore, The construction period must be determined according to the disadvantages.

In order to prevent the problem of scouring, additional facilities such as the installation of a vertical block around the seafloor file after installation of the jacket are inevitable, and the already scouring is inevitable.

In the method of the present invention, a prefabricated caisson is installed in advance to install a file, and a concentrated vortex around the file is dispersed in the bottom soffit, so that the depression phenomenon does not occur. In addition, all processes can be operated under 300 tons.

It is possible to install an outer sea cage farm (122) having a mesh support using a cast-in-place pile, which is a lower structure of an independent wind power generator (105), so that expectation can be expected for aquaculture of relatively large fish species.

The cage culture forms part of the coastal waters, so it directly receives the environmental impacts of the surrounding waters. As many farms have been installed, they have been deposited on the ground due to feedstuffs, dead fishes, and residual animal drugs that have not been consumed in the aquaculture and are consuming a large amount of dissolved oxygen as a result of decomposition and decomposition. .

Thus, cage culture in offshore waters that are not affected by wastewater discharges can reduce these potential problems. The cage culture is divided into three types: subsidence type, semi-submerged type, and floating type. Although the floating type has good mobility, there is a limit to the production of cages, (Cage) can not be injured and the scale is also 10,000 m3 (capacity limit 2,000 tons). The size of the cage can not be increased, .

Therefore, dozens of chambers are required to create commercial profit. However, according to the method of the present invention, the cage installed in the independent wind turbine generator 105 of the sea surface 121 can be used to make use of the wire installed in the cage, and the cage size can be increased And is superior to the above-mentioned method for all environmental external forces and is economical.

Since the management office and the equipment warehouse can be installed and operated on the top plate of the independent wind power generator 105, the accessibility is also free and efficient operation management production can be performed, so that the income can be increased.

The installation method is such that a main wire is bundled into a cast-in-place pile (416) of each independent wind power generator (105), tensioned by a hydraulic cylinder, lifted by a crane, the auxiliary wire is connected to each artificial- It is possible to install and operate large scale farms with a minimum size of 200,000 ㎥ by type.

As a way to transfer the fish power to the land, the cable is buried and the submarine ground is digged by buried cable, the cable is buried in the groove, the surrounding sea bed is buried, and the net is filled with crushed stone. It prevents the rocking due to typhoons and tsunamis by placing anchors in the middle of the bridge.

FIG. 12 is a detailed view of a stand-alone wind turbine generator installation and a transmission tower mount portion of the present invention, and FIG. 13 is a detailed view of a transmission tower mountable caisson and a jacket of the present invention.

It is desired to use each of the transmission pipes 614 for transferring a transmission line into the underside surface shown in Fig.

As a method of pipe incineration, the gravel layer is laid on the seabed to make it flat. Then, the mortar is injected by injecting the mortar and the mortar is poured into the pipe. However, these two methods are indispensable for the settlement due to the pile foundation since the risk of consolidation settlement is high for a long period of time.

Therefore, by applying the above-mentioned cast-in-place pile method using the above-mentioned prefabricated caisson, the lower float 101 is formed in a long form on the bottom of the sea floor to increase the breaking force. In order to cope with consolidation settlement and uneven settlement, The transmission line is stably installed by bonding a wire using the connection ring of the prefabricated caisson by attaching a transmission line on the transmission line. The transmission line 614 is moved by algae, typhoon, tidal wave, etc., So as to protect the power transmission pipe 614. [

As shown in FIG. 3A, the concrete installation method is performed by dredging as shown in FIG. 3 (a), and then a prefabricated caisson is installed as shown in FIG. 3 (b) And a power transmission pipe pile portion caisson 622. The transmission line rest portion is also divided into male and female caisson connecting portions 624 and 625, respectively.

(See Fig. 13 (a)). The prefabricated caissons 622 and 623 are assembled in the lengthwise direction, and placed so that the caisson of the pile portion is placed on each caisson connection portion of the mounting portion. When the mounting is completed, the jacket shown in FIG. 13 (b) is installed at the pile portion and the mounting portion, and the connecting plates are assembled and connected with the bolts and the nuts.

As shown in FIG. 12 (b), underwater concrete is poured into the prefabricated caissons 622 and 623 using a marine concrete working line 210 and a tremipule pipe 209, The same.

6A, after inserting the inserted steel pipe 211 into the induction steel pipe 208, the reinforcing steel pipe 217 is inserted into the reinforcing steel pipe 208 after pivotally pressing the inserted steel pipe 211 into the vibro hammer 212. At this time, (217) is lower than the induction steel pipe (208) by 10 cm.

As shown in FIG. 6 (c), the underwater concrete is poured using the marine concrete work line 210 and the tremy pipe 209, and the height of the pile is made like the top of the prefabricated caisson.

Next, as shown in FIG. 12 (a), the pipe with the flange 615 is fitted into the rubber packing 621, assembled with bolts and nuts, and mounted on the transmission line rest. Then, The wire 611 is inserted into the connecting ring 607 connected to the steel pipe 208 and is tensioned and fastened to the opposite connecting ring 607. The cradle should be connected in the same way.

In the drawings, reference numeral 503 denotes a tidal flow, 617 denotes a steel pipe cutting portion, 618 denotes a concrete pouring portion in a steel pipe, and 619 denotes a transmission pipe support concrete pouring portion.

Therefore, the semi-permeable breakwater of combined power generation function as described above can be applied to any type of ground, and the industrial divers can be installed up to a depth of 80 m, so that the range of site selection is wide and the complex power generation facility can be accommodated There are many advantages. Therefore, it can be applied to local decentralization projects of power supply and demand plan, and synergy effect is excellently applied to strategic bases such as Jeju and Ulleungdo.

Since the flooring 120 shown in FIG. 1 is heightened, it is possible to prevent the flooding and to provide a piping facility behind the flooring 120 to sufficiently fulfill its function as a dolphin. The piping line to the storage can be installed side by side beside the transmission line.

The tower 114 of the wind power generator 102 is installed in connection with the independent wind power generator 105 shown in FIG. 12 (c), so that the rotational force and the lift of the wind power generator 102 can be sufficiently accommodated. A tower crane 115, an entrance 119, an illumination lamp 116, a mooring platform 118, and a material warehouse 117 are installed.

14 is a view showing a transmission pipe installation. The subseismic sediment layer 204 in the area is excavated with the bucket of the crane 201 in the same manner as the construction of the breakwater along the transmission line region and the transmission pipe pile partially assembled caisson 622 is excavated as shown in FIG. Assembled to the arm assembly caisson connecting portion 625 on one side and the male caisson connecting portion 624 on the other side are assembled to fit the connecting portion of the breakwater lower backing power transmission pipe along the caisson 623, 107 and the independent wave generator 105, respectively.

To maintain the panel spacing during installation, hold the wood inside the panel, insert the wire into the connection ring (607), insert it to the opposite connection ring, and tighten it by tightening. Dismantle the wood and wire when removing the jacket.

As shown in FIG. 13 (b), the caisson jacket is divided into a pile portion jacket and a cradle portion jacket. The caisson jacket is assembled with bolts and nuts by fitting together the connecting portions 409 and fastened. The underwater concrete is poured by using the crane 201, the marine concrete work line 210 and the tremy pipe 209 in the same manner as the breakwater constructed in the previous step. In this case, it is poured at once without primary and secondary distinction. This is because the casing (307: discharge pipe) which can pull and reuse the core steel pipe 211 without using it is used.

The diameter of the near-inlet steel pipe 211 is 1,500 mm. Once the concrete pouring in the prefabricated caisson is completed, the casing 307 is assembled and connected into the induction steel pipe 208 and inserted into the induction steel pipe 208. The RCD equipment is mounted to the bedrock and the reinforcing mesh 217 is inserted. The height of the reinforcing net is adjusted to 10 cm or less at the top of the induction steel pipe.

This is to maintain the thickness of concrete cladding. When the reinforcing net is completely inserted, the in-hole concrete is poured using the crane 201, the marine concrete work line 210 and the tremy pipe 209, and the height of the concrete is laid up to the upper portion of the guide steel pipe 208.

When the installation is completed, the casing 307 is compressed by the clamping cylinder 506 using the casing oscillator 304, and then the left and right hydraulic cylinders 507 are used to alternately rotate left and right, And is withdrawn using the cylinder 508. [

When the assembled pipe comes up, it is disassembled one by one on the casing oscillator 304 and lifted up to the crane 201 to remove the inserted steel pipe. After the removal, the transmission pipe 614 is placed on the transmission pipe supporting concrete pouring portion 619 by using the crane 201, the rubber packing 621 is inserted, and the power transmission pipes 614 are fastened with bolts and nuts. The diameter of the transmission pipe (614) is not less than 1 m.

After the installation is completed, the wires are inserted into the assembled caisson connection rings 607, respectively, and the wires are connected to the opposite connection rings. The hydraulic cylinders are tied together and then the wires 620 are inserted and connected to each power generation facility and transmission facility.

As described above, the present invention adopts the field piling method of the prefabricated caisson to overcome various constraint requirements of the seabed topography condition and to select a wider location, And the peak part of the wave power is divided by the protruding part of the wave generator in the front part of the body to reduce the concentration of the wave and to separate the flow of the incident wave to install the artificial fish candle functioning as a sofa function, By using the vortex, it is possible to reduce the reflection wave to the approach wave, maximize the strength of the one-way vortex using the suction force, maximize the seawater suction effect, and induce the action of the seawater.

The present invention can increase the reaction force against the wave and the stability of the whole structure by constructing the support reaction force wall with the reinforced concrete wall as the field piling wall, and applying the field piling method of the prefabricated caisson, Therefore, it is unnecessary to produce soft ground such as liquefaction, consolidation settlement, uneven settlement due to landfill, and reinforcement treatment and replacement process therefor.

In addition, it is possible to work on facilities up to 80m depth (the depth that industrial divers can inject).

The present invention can prevent degradation of fish reefs by preventing artificial fishes from decreasing by restricting the reduction of fish reefs by installing artificial fishes vertically on the outside of the fishes and providing various habitats of ecosystems, have.

Since the present invention can accommodate various types of clean energy generating facilities, it can actively cope with power supply and demand in the area. Also, in the case of power transmission facilities, by using the built-in caisson, it is possible to maintain the structural volume of the transmission line by increasing the frictional force with the sea floor and to prevent the transmission line from moving by the algae However, by protecting the wire from the fishing net of the fishing boat and increasing the breaking power, it is possible to safely transfer the electric power by securing the facility stability against the wave.

It should be understood by those skilled in the art that the semipermeable breakwater of the general power generation facility of the present invention is not limited to the described embodiments but can be variously modified and modified without departing from the spirit and scope of the present invention. Do.

It is therefore intended that such variations and modifications fall within the scope of the appended claims.

101: Lower footing
102: Wind generator
103: Solar photovoltaic panel
104: wave generator
105: Independent wind power generator
106: transmission line
107: Transmission tower
108 :: artificial fishes
109: Prefabricated panel
110: Work area
111: Photovoltaic power generation room
112: Wind power generator support panel
113: Wave Inlet
114: Wind power generator tower (tower)
115: Tower crane
116: Lighting light
117: Material warehouse
118: Mooring
119: Entrance and exit
120: Floor tiles
121: sea level
122: Cage farm
201: Crane
202: Barge
203: Sea floor
204: Subsea sediment
205: Kramshell bucket
206: Prefabricated caisson
207: Jacket
208: Induction steel pipe
209: Treme Pipe
210: Marine concrete working line
211: Inserted steel pipe
212: Vibrohammer
213: RCD bit
314: excavation surface
215: RC, D power pack
216: RCD equipment
217: Reinforcing mesh (for casting piles in the field)
218: Excavated soil carrier
219: Concrete pouring part
220: Perforator (for grouting)
221: Cement injector
222: injection pressure
223: Grouting section section
224: injection direction
225: Concrete injection hose
226: Bushing roller
227: Wire connection ring
228: Circular hole
229: Primary concrete casting surface
230: Oyster tank
231: Induction Steel Pipe Protector
232: Grouting pipe protector
301: Prefabricated panel
302: Prefabricated panel circular portion
303: Pile reinforcement support
304: Crushed stone concentrate
305: Excavator
306: Crushed stone
307: Pipe for discharge
308: Rock-solidifying device
309: Tofu arrangement surface
310: cap beam
311: Top board (flooring, ceiling concrete)
312: Remicon vehicle
401: H-beam
402: Rebar
403: Pipes for grouting
404: Angle
405: connection support
406: Nut
407: Bolt
408: Washer
409:
410: Pile support connection hole
411: Circular section linkage
412: Upper and lower connecting links
413: Upper key (key)
414: connection part (home)
415: Circular portion
416: Field casting piles
417: Pile support linkage mounting part
418: Pile support vertical linkage
419: Pile support circular part (outside)
420: pile support circular part (inner part)
421: Pile support transverse links
422: Pile support connection
423: Upper panel of connection part of pile support
424: Lower panel of pile support connection
425: bottom panel
426: Jacket connection support
427: Prefabricated panel top
428: Lower part of the assembled panel
429: Reinforcing mesh (for support reaction wall)
430: Reinforcement net (for wave generator stand)
431: Iron plate
432: Reinforcing mesh connection hole
433: Wave generator stand assembly panel
434: Pile support for wave generator stand
435:
436: Grate
437: Outer sea → Inland sea influent
438: Inland Sea → Outside water discharge
439: support reaction force wall
440: Wave generator water discharge outlet
441: air inlet
442: Air outlet
443: Artificial fish supplements
444: Left and right articulation hooks
445: Reinforcing mesh clasp
446: Drainage by turbine vortex
447:
448: Wave generator installation part
449: Artificial fish supporter
450: support reaction force wall mounting portion
451: Wave generator stand Reinforcement net plate
452: Reinforcing net connection for bracket reinforcement
453: Discarded concrete part
454: wave generator stand base reinforcing mesh mount
455: Wave generator stand concrete pouring part
501: landfill portion
502:
503: Flow of algae
504: Transmission pipe connection
505: Lower backing
506: Cramping hydraulic cylinder
507: Left and right hydraulic cylinders
508: Up and down hydraulic cylinder
509: Supporting Reaction Wall Upper Reinforcement Network
510: Support Reaction Wall Lower Rebar Network
601: Male-built caisson
602: Cylinder with built-in arm
603: Circular hole
604: Sand pump
605: air pressure inlet
606: Towing and Connecting Hooks
607: Connection ring
608: Air pressure
609: Male caisson connection
610: Bushing roller
611: Wire
612: Edge caisson
613: Piping hose
614: Transmission pipe
615: Pipe connection flange
616: Flange connection hole
617: steel pipe cutting section
618: Concrete putting part in steel pipe
619: Transmission pipe policy to concrete installation part
620: Wires
621: Rubber packing
622: Transmission pipe pile partially assembled caisson
623: Transmission line cage partly assembled caisson
624: male assembled caisson connection
625: Female prefabricated caisson connection

Claims (5)

delete Casting a first concrete to the bottom of the sea floor by applying the ground piling method of the prefabricated caisson to the independent float basis method; The supporting piles are connected to the bedrock by using RCD equipment to connect a plurality of piles to the second finishing pile; A prefabricated panel is stacked on top of the lower footing to fill the interior with crushed stone and gypsum; In a building structure in which a pedestal assembly panel is stacked on a front surface between a plurality of field drilled piles stacked with the prefabricated panels,
A wave generator is installed on a pedestal assembly panel installed between the excavated piles and a supporting reaction wall is provided on the rear side of the wave generator and a side adjoining area of the supporting reaction wall is provided with a water hole and a lattice net, A panel is installed and a plurality of artificial ear sheets are stacked on the front surface of the wave generator;
When the installation up to the artificial tongue is completed, the pile and the head of the supporting reaction force wall are assembled and the reinforcing bars, concrete, and cap beam between the piles and the supporting reaction force wall are installed and integrated, Lt; / RTI >
The space of the upper plate is provided to accommodate the rotational force and the lift of the wind power generator by installing a solar collecting plate and installing a tower of the wind power generator in connection with the casting pile on the rear side of the floor tile.
The present invention relates to a semi-permeable breakwater of a general power generation plant having a power transmission line composed of a plurality of transmission line holder partly assembled caissons and a power transmission pipe pile part caisson,
The connection between the lower fitting and the connecting pipe is made to fit the connection of the transmission pipe. The prefabricated caissons are assembled in the lengthwise direction, and the caisson assembly of the transmission pipe pile is placed in each connection part of the mounting part transmission pipe,
When the mounting is completed, the jacket is installed on the pile and the mounting base, and the connection plates are assembled and connected by bolts and nuts,
Inside the prefabricated caisson, underwater concrete is laid using marine concrete work line and tremie pipe,
When the above installation is completed, the main pipe is inserted into the induction steel pipe, and the reinforcing net is inserted into the pipe after the vibration is press-fitted into the vibro hammer. At this time, the height of the reinforcing bar is set 10 cm lower than the guide pipe, And the height of the pile is the same as that of the prefabricated caisson. delete delete delete

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