KR20150105891A - The underground facilities for offshore airfield of semi land reclamation type - Google Patents

Abstract

The present invention relates an underground facility for a semi-reclamation type offshore airfield using a cast-in-place pile of a prefabricated caisson. More specifically, the present invention relates to the underground facility of an independent footing structure for a seafloor using a cast-in-place pile of a prefabricated caisson to provide stability by anchoring a cast-in-place pile to a footing on the seafloor, and to carry out reclamation by unit volume by loading a prefabricated panel on a lower footing as a base in order to integrate the cast-in-place piles fastened to each other; and to install a continuous beam, a box structure, and a cap beam on a surface of the sea in order to secure an overall stability of the structure. To achieve this, a cast-in-place pile of a prefabricated caisson is applied to an independent footing as a spread footing; a lower footing is installed in the seafloor; and a support pile is connected to a bed rock using RCD equipment through excavation. The prefabricated panel is loaded on a pile reinforcing support in each separated reclamation zone to be filled with crushed stone, earth, and sand in order to increase the loads; and allows the reclamation of a construction structure by unit zone.

Description

BACKGROUND OF THE INVENTION Field of the Invention The present invention relates to an underground facility of an anti-

The present invention relates to an underground facility of a semi-landing maritime aerodrome using a cast-in-place pile method of a prefabricated caisson, more specifically, to secure stability by installing a cast-in-place pile in a sea floor facing method, The pile of the casting pile of the prefabricated pile can be integrated by carrying out the landfill by the unit volume, and the continuous beam, the box type structure and the cap beam on the sea surface can be installed to secure the stability of the whole structure. This paper deals with a runway underground facilities of an independent float foundation support on the sea floor using the

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 present inventors have considered various aspects in underground facilities 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 with a width of 100 m, a length of 3.000 m and a depth of 20 m. 3.000m × 20m × 1.25 = 7,500.000 m ³ , even if it takes only 50% of this figure, it is 3,750,000 m ³ , which is saved by about 400,000 units with a 25-ton dump truck (9.5 m ³ ). Therefore, it is enough to recognize the traffic congestion caused by the quarrying and transportation process, and the indirect cost for the air.

In order to reduce the natural settlement period due to this, it is indispensable to carry out the deep ground treatment mixer (DCM) or sand drain, sand paper, jet grouting, etc. as soft ground replacement and reinforcement.

In addition, the size of the caisson has been gradually enlarged to a minimum of 1.000 to 15,000 tons. From this land-based production to the landing, the hoisting equipment is also becoming larger and at least 2,000 tons of operating equipment is essential.

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.

The inventor of the present invention has found that the application of the underground facility is efficient in completing the semi-landing marine aerodrome which is used wholly or in part for landing and landing of aircraft by utilizing the inventions of the invention.

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)

In view of the above circumstances, the present invention is an invention of an underground facility of a runway. In the present invention, a bottom float is installed on a sea floor so as to apply a pre-cast pile method of a prefabricated caisson to a stand- To the bedrock by using the RCD (Reverse Circulation Drill) equipment, and by socking the landfill, the prefabricated panel is stacked by the landfill area and the inside is crushed and the soil is filled to increase the load. The bending moments of the vertical and horizontal bending moments and eccentric loads are increased by increasing the response force to the waves and increasing the response force against the stress due to the soil reaction force and the unbalanced settlement. Provide underground facilities of the maritime aerodrome that can offset and reduce the space for differential settlement with pile foundation Wish as it is an object.

Another object of the present invention is to provide a pile-in-place pile method of a prefabricated caisson in order to achieve the air delay due to the sinking of the pile and the efficiency of the pile file settlement during the pile installation, It is possible to set the area between each pile, to stack the prefabricated panels and to maintain the volume, to fill the inside with crushed stones and soil and to fill the per unit area to maximize the advantage of the buried type construction method, It is possible to provide an underground structure of a semi-landing maritime aerodrome that aims to reduce the difficulty in purchasing the related facilities by using the underground space by uniformly transferring the overhead load to the bedrock and the seabed surface and securing the structural stability .

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, And a plurality of unit structures, each of which is provided with a plurality of unit structures.

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.

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 an installation perspective view of a structure in an underground facility of 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 net and the jacket shown in Fig.
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-like structure, and the installation of a top plate.

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 applied by applying 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.

(See FIG. 7) is added to the underside footing method using the invention patent of the inventor of the present invention to secure stability on the bedrock, and a prefabricated panel (see FIG. 9) It is necessary to secure the stability of the whole structure by integrating the ties between each pile and to establish a place where the various facilities can be attracted, We will respond positively to prevention of damage to natural environment.

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).

The structure of the semi-buried maritime aerodrome of the present invention is such that the bottom flooding is installed on the bottom surface (see FIG. 3) so that the cast-in-place pile method of the prefabricated caisson can be applied to the independent float- (See FIG. 6), and a built-up type panel is stacked for each zone to fill crushed stone and gravel (see FIG. 7) to increase the load (See Fig. 10), the bending moment in the vertical or horizontal direction, the bending moment in the eccentricity The load can be reduced and the pile foundation can dampen the space of differential settlement.

FIG. 2 is a front view and a perspective view of a facility in an underground facility of a maritime airfield according to an embodiment of the present invention. It shows the procedure for installing the prefabricated caisson, jacket and primary concrete in FIG. 3, The lower grouting assembled panel of FIG. 7, the crushing of the crushed stone, and the continuous beam installation of FIG. 10 and the box-type structure installation.

In other words, a large number of on-shredding piles 416 placed on the lower hooding 114 constructed by unit areas are structure structures filled with crushed stone 306, and they are connected to the connection rings 411 and 412 in one block by wires, The pile support plate 303 of the assembled panel upper end portion 427 and the sea level surface 106 of the assembled panel assembly 301 are connected to each other by using the lower assembled panel 425, So that the continuous beam 315 can be installed between the lower-stage assembled panel 425 of the assembled panel 301 in the other block, the lower section panel 424 of the connecting section, and the plurality of field drilling piles 416 of the connecting section upper panel 423 Can be installed in the building structure on the other lower hooding (114).

The continuous beam 315 of the sea level 106 is installed between the ground drilled piles 416 of the respective structural structures completed by blocks and the box type structure 313 is placed thereon to form a buffer space 317, 310, and an upper plate 311 as an runway on the cap beam 310 is installed.

In order to improve the air delay and the settlement of the steel pipe due to the sinking of the cave during the construction of the support pile, the marine aerodrome structure and the ground facilities of the present invention are designed to introduce the cast- It is possible to maximize the advantages of the landfill construction method by ensuring the basal point and setting the area between each pile, accumulating prefabricated panels to keep the volume, filling the interior with crushed stones and soil, The structure is unified to uniformly load the overhead load on the bedrock and seabed, ensuring structural stability.

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 114 having a self-weighted induction steel pipe 208 (see FIG. 4 (f)) 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) is composed of a male-assembled caisson 601 of the left and right male connection portions 609 shown in Fig. 4 (b), and a male preformed caisson 602 of the one- And four corners of the corner caissons 612 are combined to form a quadrangle of the corresponding size so as to be installed in the corresponding subsoidal sediment 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. The arm-type caisson 602 shown in Fig. 4 (d) is provided with a circular hole 603 and a traction coupling ring 606 around the circular hole 603, 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, and are pulled and tightened with wire sockets to prevent the swing and to 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.

5 (a) is a reinforcing bar net made of reinforcing bars 402, grouting pipes 232, and guided steel pipe guards 231 in the H beam 401, and Fig. 5 (b)

A plurality of grouting pipes 403 in the H beam 401, four guide tubes 208 in the circular hole 603 and a jacket 207 in the plurality of angles 404.

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 floating method of the direct basic method and installing the lower backing 114 on the seabed surface 203, the prefabricated caisson 206 and the jacket 207 are provided with 1 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, (See Fig. 6 (a)).

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 the excavating surface of the lower hooding 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)).

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 four concrete pipes 208 of the prefabricated caisson and the jacket with the lower concrete installed with the first concrete and the concrete pipes of the reinforcing bars 217 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 excavated to the upper end of the bedrock through the grouting pipe 403 of the lower flooring 114 installed with the primary concrete using the perforator 220,

The cement injector 221 is used to consolidate the grouting section section 223 by using the injection pressure 222.

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. The curved shape of the circular portion 415 is formed at both ends of the assembled panel 301 so as to be 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.

8A, the lower assembled panel 425 is stacked in a stepwise manner on the upper end of the four put-out piles 416 and the lower hooding 114, 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 424 of the pile support 303, as shown in FIG. 8 (b) As shown in FIG. 9, the strength of stainless steel which is strong in titanium and corrosion resistance is used, and when the thickness of the cover is 0.4 mm, the material cost can be reduced with durability of 50 years and sufficient corrosion resistance.

The connecting part mounting part 414 is connected to the bottom part 428 of the assembled panel and the semicircular part connecting part 411 of the connecting part mounting part 414, Upper and lower connecting rings 412, and respective pile support linkage mounting portions 417.

9 (a): 425) and the bottom part of the joint part (Fig. 8 (b): 424) is assembled as shown in Fig. 9,

The connection top panel 423 as shown in FIG. 8 (c) is mounted so as to fit well with the pile support connection mount portion 417.

The lower panel 423 of the connection part shown in FIG. 8 (c) is provided with the assembled panel upper end 427 of the upper clasp 413, the assembled panel lower end 428 of the lower clasp 414, Respectively. Semicircular part connection rings 411 and upper and lower connection rings 412 are also formed in the connection part short panel 423.

A non-toxic foam sponge (EVA sponge) is mounted on each of the assembled panel upper end portions 427 in a shape excluding the connecting portion mounting portion 414 in the assembled panel lower end portion 428, It is attached on the part and made 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.

The crush stone 306 is dropped by the excavator 305 of the barge line 202 at the point where the crushing concentration unit 304 is to be installed as shown in FIG. 7 (c) Can be reduced.

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, step by step, and assembled panel, connection bottom panel and connection top panel.

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 Fig. 8 (c) are sequentially stacked to divide the buried region into zones and complete the steel pipe support shown in Fig. 9 as a built-up structure, And the soil can be filled and the load can be increased to secure stability by self weight.

9 is a detailed view of a steel pipe support, and includes a lower assembled panel 425, a connection lower panel 424, and a connection upper panel 423 A pile support vertical connection plate 418, an outer pile support circular portion 419, and an inner pile support circular portion 420; 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 and the lower panel 424 and the connecting portion upper panel 423 or on the other lower fittings 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 field drilled piles 416 on a corresponding lower footing 114 as building structures of subsea sediments 204 by unit area, And a prefabricated panel circular portion 302 are provided on the front side. A plurality of pile reinforcing supports 303 are installed between the ground drilled piles 416 of the respective structural structures and the 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, the underground clearance space can cope with the vibration and noise generated when taking off and landing airplanes, and can be usefully used as a ventilation hole and various piping facility passages.

Specifically, the reinforced concrete continuous beam 315 is installed by positively utilizing the assembled panel upper end portion 427 and the pile support upper end portion 303. 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.

A top beam 311 is installed on the cab beam 310 installed on the cast-in-place pile 416 on the sea surface 106 as shown in Fig. 10 (d) using the ready- The cap beam 310 is provided with the anti-vibration protuberance 314 of the runway upper plate 311 so as to prevent the falling of the equipment and prevent the fall of the equipment, thereby securing the safety line of the runway.

The present invention adopts the field piling method of the prefabricated caisson to overcome various constraints of the seabed topography and conditions and to select a wider area. It is possible to reduce the damage of adjacent areas and to distribute seawater by sections. By reducing abrupt change of ecosystem and securing and utilizing underground space, it is possible to solve the difficulties by securing the site of related facilities, At the same time with the installation, it is possible to concurrently work in all directions by abolishing the existing landfill method and greatly shortening the air, thereby contributing to the saving in time and economy.

INDUSTRIAL APPLICABILITY As described above, the present invention is advantageous in that it is easy to form a quadrangular runway capable of taking off and landing even in a side direction of the wind speed (in the direction perpendicular to take-off and landing) 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 depth (depth to which industrial diver can be put) so that the range of site selection can be expanded. Due to the development of future unmanned submersible (R, O, V) Depth 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 is to be understood that the underground facilities of the anti-landing maritime aerodrome of the present invention are not limited to the described embodiments, and that various modifications and variations can be made without departing from the spirit and scope of the present invention. It is self-evident.

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 (6)

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,
Wherein the piles are divided into a plurality of landfill areas and piles are stacked on a pile reinforcing support block so as to fill the crushed stones and the soil to fill up the piles.
Underground facilities of anti - landing marine airfields. The method according to claim 1,
Wherein each of the sub-seabed sediments is divided into a plurality of submerged piles on the corresponding lower backing, and a prefabricated panel between the submerged piles and a prefabricated panel circular portion. 3. The method according to claim 1 or 2,
Characterized in that a plurality of pile reinforcing supports are installed between the piling piles of the cast structure and the continuous pile is provided on the sea surface
Underground facilities of anti - landing marine airfields. The method of claim 3,
Wherein the slab is placed on the reinforced concrete continuous beam using the upper part of the assembled panel and the upper part of the pile support to form a box-like structure on the side and the upper part in the same manner. 5. The method of claim 4,
Characterized in that a cap beam is installed on the ground drilled pile between the respective structures on the sea level. 6. The method of claim 5,
Wherein the cabin is provided with a top plate of a runway using a ready-made vehicle, and a bottom end stop of the cap non-clinical runway top plate is provided to prevent the bottom of the underwater landing aerodrome.

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