KR20150105892A - The offshore airfield of semi land reclamation type - Google Patents

Abstract

The present invention relates to an anti-buried marine airfield of a building structure and an underground facility using the cast-in-place pile method of a prefabricated caisson, more particularly, to secure stability by fixing a cast- The construction of the prefabricated caisson which can secure the stability of the runway structure by integrating the bond between each drill pile by carrying out the landfill according to the unit volume by installing the prefabricated panel and installing the continuous beam, box type structure and cap beam and top plate on the sea level This study deals with the independent support floatation and the semi - landing marine airfield of underground facilities in the sea floor using pile - driven piles.
In order to achieve the above object, according to the present invention, first cast concrete is poured on the seabed surface by applying the pre-cast pile method of the prefabricated caisson to the independent float basis method of the direct type, and the support pile is drilled to the bedrock using RCD equipment, A plurality of drilled piles are placed on the lower backing, and a second concrete is poured on the lower backing, and the buried area is divided into a plurality of piles, and a prefabricated panel is stacked on each pile reinforcing support block to fill the crushed stone and soil, A plurality of unit structures; A plurality of pile reinforcing supports are installed between the piling piles of the cast structure and continuous beams are installed on the sea surface; A slab is placed on the installed continuous reinforced concrete beam using the assembled panel upper end and the upper end of the pile support to form a box-shaped structure in the same manner as the side and upper portions; And a cap beam is provided on the cast-in-place pile between the respective structural structures on the sea surface.

Description

THE OFFSHORE AIRFIELD OF SEMI LAND RECLAMATION TYPE

The present invention relates to an anti-buried marine airfield of a building structure and an underground facility using the cast-in-place pile method of a prefabricated caisson, more particularly, to secure stability by fixing a cast- Prefabrication of prefabricated caisson which can secure the stability of runway structure by integrating the bond between each drilled pile by carrying out the embedding according to the unit volume by installing the prefabricated panel and installing continuous beam, box type structure and cap beam and top plate on the sea level This paper deals with an independent landing aerodrome with an independent float base support and an underground facility in the sea floor using piles.

Deep foundations of soil and foundation fields are divided into foundation of pile foundation, cast-in-place pile and caisson foundation in file construction of civil engineering structure construction. The pile foundation is divided into steel pipe, PHC and RC pile depending on the material. 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 method of application such as SIP, SDA and PRD is developed in order to insert the pile after the excavation of the ground. many. 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, due to various factors such as the civil complaints caused by the noise generated during the construction of the airfield, the securing and compensation of the land due to the extension of the runway due to the enlargement of the aircraft, and the restriction of the altitude due to obstacles in the adjacent area, This is an unavoidable phenomenon.

The aerodrome construction method is divided into three types such as landfill type, semi-submerged type and floating type. Firstly, the floating type has the advantage of being environment friendly which is simple in structure type and freedom in site selection. However, There is a problem that it is susceptible to fluctuation due to wave, and a large cross-sectional force is generated.

Since the semi-submerged type is stable to blue but requires a high cross-sectional area and can be applied only in the deep sea, the construction of marine infrastructure such as a traffic route connected to the land is suitable for a place falling adequately on the shoreline and the site selection is extremely limited. Construction must follow.

Therefore, the reclamation method is suitable for water depths of about 20 m in consideration of economical efficiency and constructability. However, reclamation favoring land reclamation has recently been highly valued, and the value of utility for tidal flats in terms of national image and environmental protection due to stock development (Ramses Wetlands) inventory is superior to recreational economic creation And has caused many civil complaints such as the destruction of ecosystem due to large landfill.

Therefore, the advantages of the reclamation type excellent in the ability to cope with environmental external force among the above-described three construction methods are exaggerated and complementary so that the reclamation is not carried out completely, The combination of the independent float method with the piling method is used to secure the site stability and to prevent the rapid change of the ecosystem and the damage to the nearby fisheries by partially communicating the flow of the algae in the landfill The inventor considers the maritime aerodrome variously to realize this.

In the existing landfill method, a caisson is installed in the landfill area, and the landfill is landfilled. As a result, the uplift phenomenon and liquefaction phenomenon in adjacent areas due to landfill and soil erosion from landfill are a part to be tolerated.

For example, when the input cargo quantity is detected, it is calculated that, in the case of direct reclaim, crushed stone and soil, the landfill will be buried in a region of 100 m in width, 3.000 m in depth and 20 m in depth according to the international standard. 3.000m × 20m × 1.25 = 7,500,000 ㎥. Even if it takes only 50% of this figure, it will be 3,750,000 ㎥, which is about 400,000 units saved by 25 ton dump truck (9.5 ㎥).

Therefore, it is enough to recognize the traffic congestion caused by the quarrying and transportation process, and the indirect cost for the air and the possibility of environmental complaints.

In order to reduce the natural settlement period due to this, it is indispensable to carry out deep-treatment mixing (DCM) or sand drain, sandper, jet grouting, etc. with soft fat replacement and reinforcement.

In addition, the size of the caisson has been gradually enlarged to at least 1.000 to 15,000 tons, and the hoisting equipment from its land-building production to transportation and launching is also becoming larger and at least 2,000 tons of operating equipment is indispensable.

Therefore, it is inevitable that the construction period should be fixed according to the idle schedule of the extremely limited equipment. Even when the caisson is mounted, the caisson is seated only when the entire undersurface of the leading end is subjected to a smoothing operation at a time.

Accordingly, the present inventor intends to make use of the piling method of a cast-in-place pile using a prefabricated caisson, which can be operated as a 300-ton crane, and to combine the additional piles to make it easier to arrange, procure and operate the equipment.

That is, in the invention patent 10-1256274 of the present invention, the assembly caissons are connected by dragging and connecting 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 weathered rock (sandstone) The steel jacket with induction steel pipe is installed and the underwater concrete is put together to integrate it. This not only increases the footing role and function of the pier but also reduces the error range when entering the steel pipe, Which can be used for pile driving.

In addition, in the invention 10-1211811, it is possible to offset the support force, bending moment and eccentric load in the vertical or horizontal direction by providing a float on the bottom or bottom of the sea, which is used as an extension base of the direct- (RCD) method using an assembled caisson and a jacket which can reduce the resistivity against differential settlement to a pile base and increase the responsiveness according to the reduction of the overhead load of the upper bridge.

As described above, the inventor of the present invention has found that, by utilizing the inventions of the present invention, the invention can be effectively applied to the complete and partial use of maritime aerodromes for takeoff and landing and ground movement of aircraft.

Patent No. 10-1256274 R, C, D method using caisson and jacket Patent Pending 10-1211811 Field casting piles using assembly caisson

Marine Structural Engineering (Kyungsuk Choi, Mun Woon-dang) A Study on Improvement Direction of Caisson Making and Installation Offshore Structures and Foundations (Japan Regional Engineering Society, Kim Nam-hyung) Civil engineering engineering (Lee, Yang-gyu, Kang In-shik, Sun Moon-dong) Practical civil engineering basic design and construction (compilation of civil engineering development meeting) The latest basic design handbook (construction history)

SUMMARY OF THE INVENTION 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 and apparatus for applying a ground-piling pile method of a prefabricated caisson to an independent float- Drill rigs to sock the bedrock, and the prefabricated panels are stacked by the landfill area, filling the inside with crushed stone and soil to increase the load and secure the stability by self weight. The cap beam that connects the pile heads to each other is integrated and the bending moment in the vertical or horizontal direction and the eccentric load are offset by increasing the response force and increasing the response force against the stress and differential settlement by the ground reaction force, And to provide marine airfields of under-construction facilities and construction structures capable of reducing the amount of space required for differential settlement with pile foundations It has its purpose.

Another object of the present invention is to provide a maritime aerodrome of an underground facility to partially reduce the wave power and alleviate ecosystem damage by partially distributing the algae to the landfill area and the surrounding area according to the terrain .

It is a further object of the present invention to provide a ground-piling pile method of a prefabricated caisson in order to achieve air delay due to sinking due to burrowing during pile installation, In this study, we set up the area between each pile, piled up prefabricated panels to maintain the volume, fill the inside with crushed stones and soil, and fill in per unit area to maximize the advantages of the buried type construction method and to integrate the structure of each section It is possible to provide a maritime aerodrome of underground facilities which aims to reduce the burden on the purchase of related facilities by using the underground space to secure the structural stability, to transfer the overhead load equally to the bedrock and the sea floor,

In order to accomplish the above object, the present invention provides a method of installing a first concrete on a seabed surface by applying a ground piling method of a prefabricated caisson to an independent float basis method of a direct basic method, And a plurality of piles are poured into the concrete on the lower hut, and a second concrete is poured on the lower hut. The piles are then poured into a secondary concrete, A plurality of unit structures, each of which has a plurality of unit structures; A plurality of pile reinforcing supports are installed between the piling piles of the cast structure and continuous beams are installed on the sea surface; The slab is placed on the installed continuous reinforced concrete beam using the assembled panel upper end and the upper end of the pile support to form a box-shaped structure in the same manner as the side and upper portions; And a cap beam is provided on the cast-in-place pile between the respective structural structures on the sea surface.

As described above, according to the present invention, it is possible to overcome various constraint requirements of the seabed topography and conditions by adopting the cast-in-place pile method of the prefabricated caisson, and to select a wider area, It is possible to reduce the damages on the adjacent areas caused by landfill and reduce the abrupt change of ecosystem by distributing seawater according to the interval and to reduce the cutting and input amount of the soil, It is possible to perform simultaneous operation in the direction of the air, thereby greatly shortening the air, thereby greatly contributing to the reduction in time and cost.

Particularly, the present invention is advantageous in that it is easy to form a quadrangular runway capable of taking off and landing even in the wind speed side direction (perpendicular to the take-off and landing direction) state, and is also advantageous in gradually expanding additional facilities.

Since the foundation part of the landfill is socketing with the bedrock by applying the cast-in-place pile method of the prefabricated caisson, the formation of the soft ground such as liquefaction due to the landfill, consolidation settlement, and reinforcement treatment and replacement work are unnecessary . In addition, it is intended to utilize the space above the seawater circulation section and to make it convenient for securing the neighboring facilities and related facilities.

Since the drainage can be performed directly in the section with the water in the case of heavy rain or heavy snow, the drainage facility and the drainage passage are extremely short, thereby reducing the operation management facility and cost.

The present invention can be applied to a water depth of 80 m (depth to which an industrial diver can input), for example, so that the range of site selection can be expanded and the development of future unmanned submersibles (R, O, V) Etc.), the depth of construction can be deeper.

In addition, in some cases, due to the nature of the construction method, even when the entire runway is elevated by more than 10 meters, it is easy to construct and structurally, it can cope with the frequency of occurrence in the 50 years at sea and various rapidly changing environmental external forces.

FIG. 1 is a view showing an installation state of a maritime aerodrome using the cast-in-place pile method of the prefabricated caisson of the present invention,
2 is a front view and a plan view of an underground facility in a marine airfield according to an embodiment of the present invention,
Fig. 3 is a flow chart for installation of a prefabricated caisson and a jacket,
FIG. 4 is a detail view of the assembled casings shown in FIG. 3,
Fig. 5 is an installation view of the reinforcing steel plate and the jacket shown in Fig. 3;
6 is a flow chart of the steel pipe insertion and RCD,
FIG. 7 is a schematic view showing the lower grouting, the assembled panel installation,
FIG. 8 is a detailed view of the bottom assembled panel, the connecting portion of the steel tube support, and the bottom of FIG. 7,
9 is a detailed view of a steel pipe support,
10 is a view showing a continuous beam installation, the formation of a box-
Fig. 11 is a detailed view of the installation of the continuous beam and the box-like structure.

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 maritime aerodrome using the cast-in-place pile method of the prefabricated caisson according to the present invention. In the present invention, a marine aerodrome is constructed by constructing a marine airfield, And it is constructed to apply the cast-in-place pile method of the prefabricated caisson to the independent supporting foundation supporting method.

Therefore, it will expand the choice of location selection by marine airfield, reduce temporal, spatial and economic saving such as reduction of damages to construction area and surrounding ecosystem, reduction of civil incidence, drastic reduction of input trade volume, It is possible to respond positively to the environmental external force that can be generated at the time of construction.

The present invention utilizes the inventive patent of the present inventor to add a file to the underside footworking method to secure stability by fixing the bedrock to the floor, to build up a prefabricated panel based on the floor, to carry out landfill by unit volume, In addition to securing the stability of the entire structure by securing the integrated structure, it is necessary to secure an idle space, to establish a place where various facilities can be attracted, and to actively cope with the prevention of damage to the natural environment by transporting some algae within the landfill area.

At marine airfields, all of the passenger facilities, customs facilities, and aircraft support facilities can utilize a wide space underground, except for the necessary control facilities, security facilities, maintenance and hangar, etc.,

A security facility and a terminal 102 are installed on the side of the mooring station and a riding ground of the airplane 105 connected to the mooring station is provided with a security system 103, A control unit 104 is installed in the control room 101, an over run area 108, a shoulder 109 and a taxi way 110, (112).

In some cases, a submarine base provided in the berthing facility may be installed on the side of the induction furnace 110.

The construction of the maritime aerodrome of the present invention is characterized in that the bottom float is installed on the sea bed surface (see FIG. 3) so as to apply the cast-in-place pile method of the prefabricated caisson to the independent float basis method of the direct- (See FIG. 6), the landfill area is divided, and a prefabricated panel is stacked for each district, and the inside thereof is filled with crushing stone and gravel (see FIG. 7) (See FIG. 10) to reduce the bending moment in the vertical or horizontal direction and the eccentric load, thereby increasing the response force to the wave force, increasing the reaction force against the stress due to the ground reaction force and the uneven settlement, The pile foundation can attenuate the space of differential settlement.

FIG. 2 is a front view and a plan view of a structure of a maritime aerodrome according to an embodiment of the present invention, which shows the order for installing the prefabricated caisson, jacket, and first concrete in FIG. 3, The lower grouting assembled panel of FIG. 7, the crushing of the crushed stone, and the continuous beam installation and the box-shaped structure of FIG. 10.

That is, in the front view of the completed offshore structure, the pile reinforcing support 303 and the prefabricated panel circular portion 302 are formed to provide the cap beam 310, and the upper plate 311 as the runway on the cap beam 310 A wrist rest stop 314 is provided.

In the cap beam 310 shown in the sectional view of the completed offshore structure, reference numeral 501 denotes a buried portion, reference numeral 502 denotes a water passage portion, and reference numeral 503 denotes a tidal flow. Therefore, rather than completely blocking algae in the landfill and surrounding areas, some of the landfill can be distributed according to the terrain, thereby reducing some of the waves and alleviating ecosystem damage.

The construction of the marine aerodrome of the present invention introduces the cast-in-place pile method of the prefabricated caisson in order to improve the air delay and the settlement of the steel pipe file due to the depression caused by the sinking at the support pile construction, It is possible to maximize the advantages of the landfill construction method by integrating the structure of each zone by setting the area between each pile, accumulating the assembled panel to maintain the volume, filling the inside with crushed stone and soil, And the structural load is uniformly transmitted to bedrock and seabed, and structural stability is ensured.

FIG. 3 is a view showing a construction procedure for installing a prefabricated caisson, a jacket, and a primary concrete, FIG. 4 is a view showing a connection method of the prefabricated caisson shown in FIG. 3, And jacket. The construction of the offshore airfield structure of the present invention is not limited to the case where pile operation is performed while the tidal area is worsened or weather condition deteriorates or inevitably occurs, In order to reduce the time and economic loss required for in-situ re-settlement, a structure body 114 having a self-weighted induction steel pipe 208 (see FIG. 6 (a)) is attached to the seabed surface 203, The mainstream steel pipe 211 can be inserted to enable continuous operation in response to algae and external environmental requirements, thereby improving quality.

As shown in Fig. 3 (a), the crane 201 on the barge 202 is used in the lower footing installation area to submerge the subsea 203 in the zone with the Krramshell bucket 205 204) and the topsoil and weathered rocks. The residue can be cleaned using a sand pump 604 (see Fig. 4 (c)).

As shown in FIG. 3 (b), the crane 201 of the barge 202 can be used to provide the assembled caisson 206 shown in FIG. 4 (a) on the sea surface 106. The sand pump 604 is inserted into the circular hole 603 like the prefabricated caisson shown in Fig. 4 (c) to inject the air pressures 605 and 608, respectively, and clean the bottom surface of the prefabricated caisson 206 have.

The prefabricated caisson shown in Fig. 4 (a) has a male-like caisson 601 of the left and right male connection portions 609 shown in Fig. 4 (b) The caissons 602 are sequentially connected to each other and the four corners of the corner caissons 612 are joined together to form a quadrangle of the corresponding size and installed in the corresponding subsocean sediments 204.

At this time, the size of the square of the prefabricated caisson 206 is preferably 10 m in length, 10 m in height, and 2 m or more, since the weight of the structure that can prevent conduction due to various waves after casting concrete should exceed 1,000 tons .

In the male-assembled caisson 601 shown in Fig. 4 (b), a circular hole 603 and four pneumatic injection inlets 605 are formed in the periphery thereof. In the arm-assembled caisson 602 shown in FIG. 4 (d), 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 assembly of the prefabricated caisson 206 is completed, the wires are inserted into the connection rings 607 between the respective assemblies, pulled by a hydraulic cylinder, and fastened with wire sockets to thereby prevent swinging and secure the shape of the structure.

When the bottom surface 203 is not evenly leveled, it is equilibrated using a hardwood, and the space between them is filled with sand bags.

Then, the jacket 207 is dropped and installed as shown in Fig. 3 (c) (see Fig. 5 (b)). The jacket 207 is formed of a plurality of induction steel pipes 208 and a grouting pipe 403. The induction steel pipe 208 is 200 mm larger in diameter than the adjacent steel pipe 211.

5A is a reinforcing steel net made of reinforcing bars 402 in the H beam 401, a plurality of grouting protrusions 232 and a guided steel pipe guards 231, And a jacket 207 composed of a plurality of angles 404 and four guiding pipes 208 and a plurality of connection supports 426 of a grouting pipe 403, a circular hole 603, and the like. 5 (c), the washer 408, the bolt 407, and the connecting portion 409 of the plurality of holes in Fig. 5 (d) are connected to each other in order to fasten the reinforcing bar net and the jacket 207, .

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 sea concrete working line 210 of the sea surface 106. At this time, the height of the mounting is limited to half of the jacket 207. This is for smooth assembly of a reinforcing net for reinforcing the lower part to be installed later (refer to FIG. 5 (a)).

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 float 114 on the seabed surface 203, the prefabricated caisson 206 and the jacket 207 Tea concrete pouring is completed.

6 is a flowchart of steel pipe insertion and RCD (Reverse Circulation Drill). The vibrohammer 212 (shown in FIG. 3 (d)) in the induction steel pipe 208 of the lower hooding 114 shown in FIG. 3 (d) by using the crane 201 of the barge 202 at sea level, ) Into which the inserted steel pipe 211 is inserted. The diameter of the mainstream steel pipe (211) is 2,000 to 2,500 mm in diameter, which is good in land transportation and general purpose, and a steel pipe having a thickness of 12 mm or more is used.

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 pulled through the guide pipe circular hole 228 via the bushing roller 226 The drawn 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 114, and the vibro hammer 212 of the crane 201 is mounted and pushed in. 6 (b), the RCD device 216 is mounted and the RCD bit 213 of the RCD device 216 is used, as shown in FIG. 6 (b), using the RCD power pack 215 of the excavated soil conveyer line 218. [ And excavated to a depth of bedrock.

Here, reference numeral 214 denotes an excavation surface of the lower hitting 114. The excavation depth is preferably 1.5D (D = diameter) when the bedrock is soft rock, eg 3D or more if it is weathered rock.

The reinforcing net 217 of the cast-in-place piling shaft pre-assembled on the ground is inserted into the adjacent steel pipe 211 using the crane 201 of the barge line 202 (see FIG. 6 (c)). Also, the marine tank 230 of the barge ship and the RCD 215 are also used at sea level.

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

As shown in FIG. 6 (d), the reinforcing net 217 of the cast-in-place pile installed on the induction steel pipe 211 on the induction steel pipe 208 of the lower fitting 114 includes a concrete The concrete hose 225 and the tremy pipe 209 are used to pour concrete into the excavation hole and the concrete inserted portion 219 in the core pipe 211 and the reinforcing net 217.

Thereafter, the secondary concrete is poured into the void space between the entrained steel pipe 211 and the induction steel pipe 208 and the remaining part of the lower float (upper portion of the concrete casting surface 229) 206). At this time, the upper end finishing work is done by using the underwater vibration vibrator.

Therefore, the first concrete pouring of the prefabricated caisson and the jacket can be carried out on the four guide steel pipes 208 of the lower hooding 114 and on the adjacent steel pipe 211 with the concrete concrete pile, The secondary concrete pouring is completed as shown in FIG. 3 to FIG. 6, and the concrete is completed with four concrete piles.

Figure 7 is a bottom grouting, prefabricated panel installation, and crush fill diagram. 7 (a) is a cross-sectional view of the bottom float 114 between the bottom sediments 204 and grouting, in which the pores of the ground between the bedrocks are blocked so as to fill the voids existing between the structure and the bedrock, It is a flowchart of construction.

That is, as shown in FIG. 6, the four concrete ducts shown in FIG. 6 and the in-situ concrete piles of the adjacent steel pipe are stacked on the lower concrete 114 of the prefabricated caisson 206 and the jacket 207 shown in FIG. The upper floor pile 416 is drilled to the upper end of the bedrock through the grouting pipe 403 of the lower flooring 114 placed in the primary concrete using the punching machine 220 of the cement injector 221, 221 by using injection pressure 222 to solidify the grouting section section 223.

At this time, the grouting in the lower hooding 114 is performed only at the local cross sectional area, and reference numeral 224 denotes the injection direction of the grouting sectional area 223.

Fig. 7 (b) is a flow chart showing the operation sequence of the assembled panel 301 of the buried portion shown in Fig. 2 in the four field drilled piles 416 on the lower hooding 114 as three types of assembled panels . The prefabricated panel 301 uses a prefabricated panel circular part 302 and a pile reinforcing support 303.

8 (b) is a detailed view of the bottom panel 424 of the connection part of the pile support, and FIG. 8 (c) is a detailed view of the bottom panel 424 of the connection part of the pile support, And Fig. 9 is a detailed view of a steel tube support completed with the construction structure of the present invention.

First of all, it is preferable to use the steam-cured reinforced concrete, and the size of the panel 301 is preferably 2 m in height, 10 m in width, 80 cm in weight, and not more than 50 tons in weight. At both ends of the assembled panel 301, the curved shape of the circular portion 415 is equal to or less than 1/4 of the circumference of the pile.

The circular portion 415 is downwardly mounted on the ground drilled pile 416 from the upper portion during the installation of the seabed surface to facilitate the upper and lower fastening and can support the pile support 303 with respect to the external wave, It has the purpose of height.

8 (a), the lower assembled panel 425 is stacked in a stepwise manner in the upper end portion of the lower hooding 114 of the four placed drilled piles 416, and the assembled panel 301), and a pile reinforcing support 303 (see Fig. 7 (b)) is installed as a steel pipe supporting member capable of supporting between the supporting piles.

The lower assembled panel 425 shown in FIG. 8A includes an upper clasp 413 and a connecting portion mounting portion 414, a bottom panel portion 428 on the assembled panel, a semicircular portion 415 on the left and right sides and a semicircular portion connecting ring 411 And an upper and lower link 412.

The lower end of the pile support 303 shown in Fig. 7 (b) is provided with a connection lower panel (Fig. 8 (b): 424) of the pile support 303 as shown in Fig. 8 As shown in FIG. 9, the pile support 303 is made of titanium or stainless steel having a strong corrosion resistance. When the thickness of the cover is 0.4 mm, it has durability of 50 years and sufficient corrosion resistance.

The connection part mounting part 414 is connected to the lower part of the connecting part 414 of the connection part 414 and the connection part 414 of the connection part 414, Upper and lower connecting rings 412, and respective pile support linkage mounting portions 417.

8 (a) 425) and the connecting portion lower panel 424 are assembled as shown in FIG. 9, the upper end panel of the connecting portion (also shown in FIG. 8 8 (c): 423) so as to fit well with the pile support linkage mount portion 417.

8 (c): 423) shown in FIG. 8 (c) includes an assembled panel upper end 427 of the upper clasp 413, a lower panel 428 of the assembled panel of the lower clasp 414, And a connecting rod mounting portion 417. Semicircular part connecting rings 411 and upper and lower connecting rings 412 are also formed in the upper end panel of the connecting part (FIG. 8 (c): 423).

In order to prevent the leakage of the soil, a non-toxic foam sponge (EVA sponge) is mounted on the upper part 427 of the assembly type panel so that the upper clasp is formed on the assembled panel lower end 428 except for the connection part 414, It is produced and attached on the land.

As shown in FIG. 9, when the loading and unloading of the pile support to one side is completed, the wire is inserted into the connecting ring 412 and inserted into the connecting caisson connecting ring 607, Are connected to each other by the circular connecting links 411.

7 (c), the crushed stones 306 are dropped by the excavator 305 of the barge line 202 at the point where the crushed stone gravity discharging equipment 304 is to be installed, .

The dropping equipment 304 used in this case can be newly manufactured. However, it is possible to use a hydraulic cylinder and a clamping cylinder for the left, right, top and bottom of a casing oscillator, The pipe 307 to be used can be adjusted in length by using a casing joint for connecting and disassembling casings having a diameter of 1,500 to 2,000 m / m from 3 m to 6 m . The diameter of the crushed stone 306 should be 1.5 m or less.

The assembly of the pile support supporter 303 combining the lower assembled panel 425, the lower and upper connection panels 424 and 423 is completed after the dropping of the crushed stone 306, ) From the area where it is installed, and connect it in the order of the bottom assembled panel, the bottom panel of the connection part and the top panel of the connection part.

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.

9 (a) to 8 (c) are successively stacked to complete the steel pipe support shown in Fig. 9, and the interior of the steel pipe support is divided into crushed stone 306 and gravel It is possible to secure the stability by self weight by increasing the load by filling.

9 is a detailed view of a steel pipe support and includes a pile support vertical connection plate 418 at a pile support supporter having a lower assembly panel 425, a connection lower panel 424 and a connection upper panel 423, The pile support transverse part 421 and the pile support connection part 422 and the mounting part 417 of the upper part of the assembled panel 417 and the mounting part 417 of the lower part of the assembled panel, 414 may be used to join the bottom assembled panel 425, the connecting bottom panel 424 and the connecting top panel 423 or on another bottom fitting 114.

A pile support connection hole 410 is formed in the pile support so that the panels 425 to 423 on the lower mounting 114 on which the crush stone 306 is mounted are connected to 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.

10 is a view showing a continuous beam installation, the formation of a box-like structure, and the installation of a top plate.

As shown in Fig. 10 (a), a plurality of site drilled piles 416 on the lower float 114 as a building structure between the seabed sediments 204 and a plurality of pre-installed piles 416 between the site drilled piles 416 And a prefabricated panel circular portion 302 are provided. A pile reinforcement support 303 is installed between the ground drilled piles 416 of the structure and a continuous beam 315 is installed on the sea surface 106 using the crane 201 of the barge line 202.

By installing a continuous reinforced concrete beam 315 at the upper part of the waterway (that is, above the sea level 106), the bonding force between the support piles of the non-landfill area (waterway) is increased to reduce the eccentric load, At the same time, it is possible to secure space for accommodating all the cyclical facilities except the maintenance and security boarding and the residential facilities related to the convenience facilities, and to reduce the cost of skipping the frame construction and securing the site cost due to the construction of the auxiliary facilities.

In addition, an underground clearance space can be provided to cope with the vibration and noise generated when taking off and landing the airplane, and to be usefully used as a ventilation hole and various piping facility passages (see FIG. 10 (c)).

The assembled panel upper end portion 427 and the pile support upper end portion 303 are installed in a concrete manner by using the reinforcing concrete continuous beam 315. The slab is placed thereon, and the box-like structure 313 is formed by the same method as the side surface and the upper side (see FIG. 10 (b)). At this time, the side part serves as a prefabricated panel.

10 (c), the cap beams 310 are installed on the ground drilled piles 416 between the respective structural structures on the sea surface 106 to integrate the support piles of the entire structure, To prevent deformation, damage and deformation, and to stabilize the structure by uniformly distributing the load on the bedrock and seabed surface in a vertical manner to cope with various environmental external forces.

The upper plate 311 is provided on the cab beam 310 provided on the ground drilled pile 416 between the respective structural structures on the sea surface 106 and the edge plate 314 is provided on the upper plate 311, And prevent the equipment from falling, thus securing the runway safety line.

Fig. 11 is a detailed view of the installation of the continuous beam and the box-like structure. A plurality of the ground drilled piles 416 placed on the lower flooring 114 constructed for each unit area is a building structure filled with crushed stone 306 and connected to each of the connection rings 411 and 412 by wires in one block The pile support plate 303 of the assembled panel upper end portion 427 and the pile support plate 303 of the assembly type panel 301 are connected to each other using a lower assembled panel 425, a lower connecting panel 424 and a connecting upper panel 423 of the assembled panel 301 So that the continuous beam 315 can be installed between the lower-stage assembled panel 425 of the assembled panel 301 in the block, the lower part panel 424 of the connecting part and the plurality of field drilled piles 416 of the upper part of the connecting part 423, Can be installed in the building structure on the float 114.

The continuous beam 315 is installed on the sea surface 106 between the ground drilled piles 416 of the respective building structures completed on the block basis and the box type structure 313 is placed on the continuous beam 315 to form the ground clearance space 113 A cap beam 310 is installed and an upper plate 311 as an runway on the cap beam 310 is installed.

As described above, the present invention adopts the field piling method of the prefabricated caisson to overcome various constraint requirements of the seabed topography and conditions and to select a wider area, It is possible to reduce the damage of the adjacent area which occurs at the time of landfill with minimum.

In addition, since the present invention distributes seawater by sections to reduce abrupt change of ecosystem and secure and utilize an underground space, it is possible to solve the difficulties caused by securing the site of the related facility, reduce the amount of cut and input of the earth, It is possible to simultaneously work in all directions, thereby greatly shortening the air, thereby greatly contributing to time and cost savings.

The present invention is advantageous in that it is easy to form a quadrangular runway capable of taking off and landing even in the windward side direction (direction perpendicular to take-off and landing), and is also advantageous in gradually expanding additional facilities. In addition, since the foundation part of the landfill is connected to the bedrock by applying the cast-in-place pile method of the prefabricated caisson, the formation of the soft ground such as liquefaction due to the landfill, consolidation settlement and reinforcement treatment and replacement work are not necessary.

In the present invention, a grating is provided in a section of a river when it is heavy or heavy, so that drainage and drainage are extremely short, thereby reducing the operation management facility and cost. For example, it is possible to work up to 80 m of water depth (depth to which industrial diver can be put), so that the range of site selection is expanded and the future development of unmanned submersible (R, O, V) Depth of construction can be deeper.

In addition, if the width and height of the waterway section are adjusted, it is possible to install anchoring facilities suitable for the scale at low cost, so that it is possible to use a submarine base, which is difficult to observe a certain area, at the same time.

It should be apparent to those skilled in the art that the present invention is not limited to the above-described embodiments, and various modifications and changes may be made thereto without departing from the spirit and scope of the present invention .

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

101: Control facility
102: Security Facilities and Terminals
103: boarding, maintenance shelter, security facilities
104: runway
105: aircraft
106: Sea level
107: Maintenance workshop
108: and the base
109: Shoulder
110: induction furnace
111: Underground entrance
112: Underground space
113: underground space
114: Lower Footing
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 equipment
314: excavation surface
215: RCD Powerpack
216: RCD equipment
217: Reinforcing mesh (cast-in-place pile)
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: Crushing concentrate
305: Excavator
306: Crushed stone
307: Pipe for discharge
308: Rock-solidifying device
309: Tofu arrangement surface
310: Cap Beam
311: Top plate (runway)
312: Remicon vehicle
313: Box type structure
314:
315: Continuous beam
316: Prefabricated panel
317: Buffer space
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 connection plate
419: Pile support circular part (outside)
420: pile support circular part (inner part)
421: Pile support transverse links
422: Pile support connection
423: Top panel of connection
424: connection panel bottom panel
425: bottom panel
426: Jacket connection support
427: Prefabricated panel top
428: Lower part of the assembled panel
501: landfill portion
502:
503: Flow of algae
504:
505: Lower Footing
601: Male-built cable
602: Arm-assembled cable
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

Claims (8)

In this study, a concrete pavement method was applied to a prefabricated caisson in an independent float basis method,
The support piles are connected to the bedrock by using RCD equipment to connect a plurality of piles to the second finishing concrete,
A built-up type panel is stacked on the pile reinforcing support block by dividing the landfill area, and the inside of the pile reinforcing support block is filled with crushed stone and soil to increase the load;
A plurality of pile reinforcing supports are installed between the piling piles of the cast structure and continuous beams are installed on the sea surface;
A slab is placed on the installed continuous reinforced concrete beam using the assembled panel upper end and the upper end of the pile support to form a box-shaped structure in the same manner as the side and upper portions;
Characterized in that a cap beam is installed on the cast-in-place pile between the respective structures on the sea level. The method according to claim 1,
Wherein the prefabricated panel is configured to engage a bottom assembled panel, a bottom panel of the connection, and a top panel of the connection. 3. The method of claim 2,
The pile-reinforcing support is divided into a plurality of landfill areas. The pile-reinforcing support piles are installed so as to stack a bottom panel, a bottom panel, and an upper panel of the connecting part, and fill the inside of the panel with crushed stone and soil to increase the load. Semi - landing marine airfield. The method of claim 3,
And a pile reinforcing support base is provided as a steel pipe supporting stand capable of supporting the supporting piles between the supporting piles in a manner of stacking the bottom assembled panels on the upper end of the lower backing in a stepwise manner, Semi - landing marine airfield. The method of claim 3,
The lower assembly panel of the steel pipe support is provided with a lower panel of the connection part, and the steel pipe support is made of stainless steel plating strength having strong resistance to corrosion. The method according to claim 1,
Wherein the cabin is provided with a top plate of a runway using a ready-made vehicle, and a bottom edge of the cap non-clinical runway top plate is provided to prevent the bottom edge of the runway. The method according to claim 6,
Characterized in that a submarine base is installed on the upper plate of the runway and a docking station is installed on the submarine base. The method according to claim 1,
The landfill area is divided into the landfill area and the waterfill area for each unit area. The landfill area and the surrounding area are not completely blocked, and some of the landfill area is partially circulated according to the topography. airfield.

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