KR20210047481A - Core wall structure of composite cassion for offshore runway - Google Patents

Abstract

The present invention relates to the construction of an offshore runway, which can install a support pillar that prevents scouring, and install the support pillar in a grid type in an area except where the support pillar is installed and then install the runway, which is a top plate, thereon. Accordingly, fatigue of the support pillar can be reduced to secure structural stability.

Description

Core wall structure of composite caisson for offshore runway {CORE WALL STRUCTURE OF COMPOSITE CASSION FOR OFFSHORE RUNWAY}

The present invention is easy to install underwater and at sea by applying a pier structure in an area where it is difficult to submerge a box-type caisson due to a deep depth in installing the runway of a marine aerodrome, and it is manufactured as an independent core with a wall structure, Connect blocks that are easy to install to create step-by-step blocks, stack and combine step-by-step blocks to form a combined block, and place pillars and underwater continuous walls to create a composite caisson wall structure to create a structural support, and connect the composite caissons. It is a method of connecting, and by installing an offshore runway with a ramen structure method in which columns, beams, and slabs are strongly connected to each other, it is possible to prevent differential subsidence due to soft ground, and it is easy to connect to the apron built in a buried type. It relates to the construction of an offshore runway with excellent responsiveness to external forces.

Noise and damage compensation problems arising from the take-off and landing of the aircraft are accompanied by a lot of conflict and cost, and if the airfield is expanded or expanded due to the increase in air demand and the enlargement of the aircraft, the compensation fee for the receiving area and the entry into the flight area due to the take-off and landing of the plane, In order to ensure the safety on the horizontal and conical surface, the cost for removing obstacles in the area and the consequent restrictions on the height of the building are causing environmental damage and various civil complaints. The necessity of maritime aerodromes that can solve the above problems is increasing day by day, and airports where passenger planes can take off and land should be equipped with an apron, maintenance facilities, passenger and cargo terminal parking lots, hangars, and other auxiliary facilities and runways.

In order to receive the lift of an aircraft taking off on a sea runway, the available take-off distance must be guaranteed, and the airport varies depending on the class, but for example, at an E class or higher airport operating a 50-seater passenger aircraft, in order to receive the lift of an aircraft taking off. The required take-off distance and landing pad must be at least 45 m wide and 1,200 m long, including blast pads at the time of relocation and at least 1,200 m long, and at least 210 m between runways when landing in parallel (clockwise flight).

There are three methods of constructing an offshore runway: a reclamation type, a pier type, and a floating type. First, the floating type has the advantage of having a simple structure type and freedom of location selection, but the structure is limited by the draft of the floating body. As such, take-off and landing of large aircraft is limited, and fluctuations caused by waves have limitations that cannot be completely overcome. In addition, when the size of the structure is expanded due to the mooring facility for fixing the floating body and the enlargement of the aircraft, it has no choice but to be converted to a semi-submersible type, and accordingly, the construction of a handcrafted breakwater is inevitable.

Therefore, as a method of constructing an offshore aerodrome, a burial type is superior in constructability up to a depth of 20 m, but it is not economical to proceed in a burial type in an area with a deep seafloor, and a burial type in a place where the bottom topography is not suitable for installing a box-type caisson. It is a construction method of constructing an offshore runway that can be connected to an apron built with a method, and a construction method of constructing a foundation stone part on the sea floor in a hybrid type and installing a box-type caisson (usually 20 to 40 m), which is an erect material, is adopted.

The box-type caisson resists external force with its own load, so the unit caissons are connected in a continuous structure along the length direction of the area to be built on the offshore runway, and the wave force is smoothed to cope with the horizontal force entering from the open sea to secure the stability of the structure. do.

However, when differential settlement occurs in the foundation stone part of the box-type caisson installation area, the caisson itself acts as a single rigid body, so the wave energy acting with a phase difference to the unit caisson can cause local energy concentration. When an irregular wave force is concentrated in a certain part, the stress is concentrated at one point of the connected caisson, and the adjacent caisson is pushed to one side, and the phenomenon that the interlocking is not maintained and breakage occurs.

When the box-type caisson exceeds 25 m in width and 35 m in height, it is difficult to install beyond the size because there are manufacturing problems and many restrictions due to transportation, launching and operating equipment due to its size and weight. Considering the maximum wave height (19.4 m) of the design frequency of appearance in the last 50 years, the height of the structure must exceed 50 m for installation in areas where the water depth exceeds 30 m.

In addition, in the runway part of a maritime aerodrome that requires a wide width and a long length, if the slope of the seafloor topography is more than a certain degree, the step difference between the starting point and the ending point increases, so that the amount of sandstone laying in the foundation ground is inevitably increased. Installation is difficult in areas with severe curvature or irregularities of the coastline, or in areas where contour lines are distributed because the slope is inclined in the direction crossing the length of the runway.

Therefore, in a deep seafloor area, the foundation stone part must be raised as high as its height, so it takes a lot of effort and cost to designate rubble or treat soft ground to maintain flatness. Therefore, it is possible to install an offshore runway (depth-80 m; possible depth of work by industrial divers) in an area where the height of the structure to be installed on the sea floor exceeds 50 m. As a structure, a structure capable of responding to external environmental forces while the outer periphery can act as a seismic wall is required.

Accordingly, the inventors of the present invention intend to provide a construction method capable of installing a composite caisson wall structure composed of a plurality of squares in a core structure method widely used in high-rise buildings in water.

For example, as the height of the structure increases, the cross section of the members of the pillars and beams has to be much larger to resist the axis, so the core wall structure method is widely used as a structural method to solve this problem. .

In addition, the common section elevators and stair rooms are functionally tied together to form a core made of concrete pipes, and shear walls are installed at regular intervals around the core to expand the structure, and the ramen structure of columns and beams is synthesized. The member that transmits the lateral force to the core in a way that handles the overhead load is covered by the slab of the floor plate and the shear wall inside the structure, and the slab installed on it, and the axial load goes through the columns and beams, and the horizontal load goes down along the wall at the bottom to the foundation. It is delivered to the private parts.

The present invention is a composite caisson invented in consideration of the above circumstances, and is a sea runway construction that is easy to connect with an apron in a burial-type maritime aerodrome. Its purpose is to construct a core wall structure with a composite caisson made by connecting independent caissons in parallel.

Another object of the present invention is to construct a runway using continuous beams and slabs as it is a method of connecting composite caissons, and because the seafloor is installed in a buried type, it is not economical due to the deep sea depth and is installed with a box-type caisson. It is a construction that composes a structure support with a composite caisson that can be embedded, connected, and installed in the terrain conditions subject to many constraints below, and a composite caisson core wall structure in which a composite core composed of beams, columns, and wall structures is bonded to a ramen structure. It can provide construction to be installed at sea.

Another object of the present invention is to install a pile reinforcement support on the lower hooking mound of the expanded foundation combined with the cast-in-place pile connected to the bedrock as it is a method of constructing a composite caisson, and steam cured precast concrete It can be provided that a combined block is formed by stacking three step-by-step blocks by stacking three step-by-step blocks when step-by-step blocks in the form of a composite caisson that are connected in parallel by connecting blocks, partition blocks, and post columns are connected to each other. have.

Another object of the present invention is to use the same method of constructing a post column and an underwater continuous wall by placing reinforcing bars and concrete in the panel zone of the curved portion of the combined block and the grid space within the combined block. And construct a composite caisson core wall structure and combine it up to a point 9 m to 12 m above sea level (the height of one combined block) to install a double-layered continuous beam, and a ramen structure in which continuous beams are installed between each composite caisson. It is possible to provide the construction of a sea runway with continuous beams and slabs on the upper part of it by making a lower slab by making a lower slab and using it as an underground facility space by attaching it in a strong manner and installing a flat slab on it.

The present invention for this purpose is to install an expanded base lower hoisting mount on the sea floor support layer in a steep slope and a place with severe irregularities to eliminate the possibility of generating soft ground in advance, and to connect the cast-in-place pile combined with the lower hoisting mount to the bedrock. By constructing a composite wall structure with an independent foundation support and an expansion foundation of cast-in-place piles with good adaptability to seismic waves, post columns to prevent scouring are installed; A slab is installed on the pillars of the caisson, a composite wall formed of on-site connected blocks that can withstand various external forces, step-by-step blocks and combined blocks, and secured internal space to be used as facilities and auxiliary spaces, and where the pillars are installed. In the area except for, a grid-type pillar is installed to allow seawater to flow, and a runway as a top plate is installed on it; The loading and fixed loads of the lower slab of the offshore runway are collected through the beams and transmitted to the pillars and the core wall of the composite wall caisson. The core wall is installed to be used as the main wall of the wall structure directly connected to the lower hooking mount part as the pillar, beam, and core wall are strongly bonded to each other to overcome the horizontal load, and the overhead load is shared to reduce the fatigue of the pillar column. It is characterized by securing structural stability.

As described above, according to the present invention, the pillars made of the core wall of the composite caisson combined by casting on-site are connected to the bedrock, so that they are structurally stable and can be installed in a lattice manner, so that the input filler can be reduced, and It has the effect of reducing change and reducing environmental damage.

Since the present invention can be installed in a deep water area, the width of site selection of the offshore runway is expanded, and the upper slab connecting between the pillars can be used as a parking lot and auxiliary facility space, and the lower space is a large-scale shady fish and shellfish habitat. It is helpful in resolving civil complaints as a market is formed and the income of the nearby fishing grounds can be increased.

In the present invention, the steel industry, concrete industry, underwater construction equipment industry, robots, and submersible industry markets can grow together by breaking away from the offshore reclamation process, which is concentrated in dredging and earthworks, and the application and application technology of deep water sites are In addition to securing a bridgehead that can be developed, the offshore plant industry with high added value, i.e., the continental shelf oil and gas drilling platform, and the base for advancing into the deep sea are expanded, combining various fields of the 4th industry. There is enough possibility to develop it by doing it.

1 is a perspective view for explaining an offshore runway of a composite caisson core wall structure connected to a buried type according to an embodiment of the present invention,
2 is a plan view of an offshore runway using a core wall structure of a composite caisson for offshore runways of the present invention,
3 is a front and side cross-sectional view connected to a serpentine slope,
4 is a cross-sectional view of a composite caisson runway connected to a sandstone slope,
Figure 5 is a perspective view of the prefabricated caisson for lower hooking for the composition of the lower hooking in the core wall structure of the composite caisson for offshore runways of the present invention, a jacket entering the inside, and a reinforcing bar network for reinforcing the lower hooking,
6 is a perspective view of a connecting plate connecting a connecting block in a core wall structure of a composite caisson for an offshore runway of the present invention,
7 is a cross-sectional view of a connecting block in the core wall structure of the composite caisson for an offshore runway of the present invention,
8 is a perspective view and a detailed connection view of a connecting block and a partition block in a core wall structure of a composite caisson for an offshore runway of the present invention,
9 and 10 are perspective views of the pile reinforcement support in the core wall structure of the composite caisson for offshore runways of the present invention,
11 is a perspective view of a reinforcing reinforcing bar network for post columns entering a panel zone in a core wall structure of a composite caisson for an offshore runway of the present invention,
12 is a perspective view of a combined block reinforcing bar network entering a connected block grid space in a core wall structure of a composite caisson for an offshore runway of the present invention;
13 is a plan view of a step-by-step block formed of a connecting block and a partition block, a cast-in-place pile, a pillar, and a connecting plate in the core wall structure of the composite caisson for an offshore runway of the present invention,
FIG. 14 is a detailed summary view for connecting the coupling block from the lower hooking mount part in the core wall structure of the composite caisson for offshore runways of the present invention,
15 is a cross-sectional view of grouting for filling and solidifying filled soil in a combined block in a core wall structure of a composite caisson for an offshore runway of the present invention;
16 is a perspective view of a continuous beam in the core wall structure of the composite caisson for an offshore runway of the present invention,
17 is a perspective view of a PC beam and a PC panel in the core wall structure of the composite caisson for an offshore runway of the present invention,
18 is a cross-sectional view of the runway front of the composite caisson completed in the core wall structure of the composite caisson for offshore runways of the present invention,
19 is a cross-sectional view of the runway side of the composite caisson in the core wall structure of the composite caisson for offshore runways of the present invention,
FIG. 20 is a detailed view of installing pillars, large beams (continuous beams), small beams (PC beams), PC panels and slabs in the core wall structure of the composite caisson for offshore runways of the present invention.

Hereinafter, a preferred embodiment of the present invention will be described in detail on the basis of exemplary drawings.

1 is a perspective view for explaining a sea runway of a composite caisson core wall structure connected to a buried type according to an embodiment of the present invention, and FIG. 2 is a sea runway using a core wall structure of a composite caisson for a marine runway of the present invention 3 is a front and side cross-sectional view connected to the serpentine slope, and FIG. 4 is a cross-sectional view of the composite caisson runway connected to the serpentine slope.

As shown in Fig. 1, by installing an expanded foundation lower hoisting mound 104 on the sea floor support layer at a steep place 116 and a place 117 with severe irregularities from the foundation stone part 017, it is possible to generate soft ground. While removing in advance, by connecting the cast-in-place pile 106 combined with the lower hooking mount part 104 to the bedrock, the composite wall is used as an independent foundation support and an enlarged foundation for the in-place pile 106, which has good adaptability to seismic waves. By constructing a structure, pillars are installed to prevent scouring.

A slab is installed on the post column of the composite wall caisson 105 formed of a combined block placed on-site capable of withstanding various external forces, and an internal space is secured to be used as a facility and auxiliary space 108 (see Fig. 3), The area 114 except the place 109 where the pillars are installed is configured to install the pillars in a grid manner so that seawater can be circulated, and to install the marine runway 101 as an upper plate thereon.

2 and 4, the loading load and the fixed load of the lower slab of the offshore runway 101 are collected through the beams and transmitted to the pillars and the core wall of the composite wall caisson 105, so that the overall axis weight is the pillars. The lower hooking mount part 104 is transferred to the lower hooking mount part 104 by riding down, and the core wall that overcomes the horizontal load by strongly bonding the pillars, beams, and core walls to each other by strongly bonding the joints between the members in a ramen structure. The composite wall caisson 105 directly connected to the caisson 105 is installed to be used as the main wall of the structure, and structural stability can be secured by allocating the overhead load of the offshore runway 101 to reduce the fatigue of the pillars.

Therefore, in the present invention, in installing the runway 101 of a marine aerodrome, it is easy to install it underwater and at sea by applying a pier structure in an area where it is difficult to submerge the box-type caisson due to the deep depth of water.

Here, as a composite wall caisson 105 of an independent core wall in a wall structure, a step-by-step block is made by connecting a connection-type block that is easy to manufacture and install, and a step-by-step block is stacked and combined to form a combined block, and the post column 210 and It is a construction method that creates a composite caisson wall structure by pouring an underwater continuous wall, creates a structure support column, and connects the composite wall caissons (105).

It is a ramen structure method in which columns, beams, and slabs are strongly connected to each other in a ramen structure method. This is to install an offshore runway 101 to prevent differential settlement due to soft ground. It is to build a marine runway 101 that is easy to connect and has excellent response to various external forces.

Since the core wall acts as a cantilever based on the ground, in order to resist the horizontal load with only the core, a wide wall thickness must be installed to respond to the horizontal force of waves. The core wall method is to find the horizontal stability of the building by pre-installing the core, which is an elevator and stair room in a common facility, in a wall-type structure, and by post-installing the ramen structure on the shear wall installed around the core, using the stiffness difference between the wall structure and the ramen structure. RC core method is used a lot.

For this, a formwork that has been systemized for installation, fixation, and dismantling is required, and there are many problems to be overcome in applying and constructing underwater. However, even when constructing a structure using an assembly such as a modular, PC house, or precast concrete panel, the vertical member of the pillar or core wall is the building's own load, the difference in the load-sharing ratio (stress ratio) between the vertical members, and the concrete material. Inequality reduction occurs between vertical members due to creep deformation, drying, shrinkage deformation, etc. due to the characteristics.

If the unequal reduction phenomenon between each vertical member is large, it may cause defects in subsequent construction or finishing work, affecting the mechanical stability of the structure. Therefore, the difference in the amount of deformation between adjacent vertical members or the amount of inequality reduction caused by the difference in the amount of deformation between the inner core and the outer shear wall causes additional stress on the slab or beam, which seriously adversely affects the stability of the frame. It may cause a crack in the joint and cause serious problems in stability and usability.

Therefore, the core wall of the closed planar structure is a member that transmits lateral force, and the slab installed on the upper part of the core and the floor plate slab inside the core transmit the horizontal load to the shear wall. Since the core wall must be installed according to the width, the width of the core wall is inevitably increased.

This is due to the conduction moment of various environmental external forces, such as the cantilever behavior at the base ground as the core wall width, and the incoming wave force, and the wall thickness of the core, which is a wall-type structure, is considerably higher to resist horizontal loads with only the core wall. As the runway width increases, concrete shear walls must be formed at regular intervals in that direction.

Therefore, for this purpose, the core wall must be installed step by step by systemizing a slip form and a gang form, and there are many problems that must be overcome during installation and dismantling when attempting to install this underwater.

The foundation stone part 107 for supporting the core wall requires a lot of effort and cost, such as replacing and processing the soft ground for securing the stability of the ground so that unequal settlement does not occur, and designating rubble for the foundation stone part 107. It is required, and the loss of input materials due to natural disasters such as typhoons that arrive before the mound installation of the foundation stone part 107 for the core wall is completed is a part to be tolerated.

Accordingly, the inventors of the present invention have provided patent registrations 10-1256274 and 10-1211811 for ground stability of the core wall at the bottom of the sea floor. Supporting force, bending moment, and eccentric load can be canceled, and the stress caused by the ground reaction force is based on a pile and provides an RCD method using an assembly caisson and a jacket that can increase the response force according to the reduction of the overhead load.

The installation area of the lower hooking mound 104 is dredged up to the top of the weathered rock using a clamshell bucket to remove soft ground in advance, and the mounting place of the square structure is stopped using an underwater excavator, and then assembled for lower hooking. By connecting the caisson and pouring underwater concrete, the prefabricated caisson for lower hoisting is connected in parallel and bonded to the seafloor structure support layer, and the in-situ pile 106 connected to the bedrock and the mound unit combined with the expanded foundation of the lower hoisting ( 104).

Therefore, it eliminates the need for soft ground replacement and rubble designation processes, prevents differential settlement by increasing the stability of the seabed ground, and provides a foundation ground with excellent seismic adaptability, resulting in loss of input materials due to natural disasters and the conduction moment of the core wall that acts as a cantilever. Can respond to.

In patent registrations 10-1650231 and 10-1650232, the caisson installation area is divided and prefabricated panels are stacked on the lower hooking mount part 104 for each area to make a caisson, and the inside of the caisson is filled with crushed stone and soil and grouted to solidify the filling material. It provides a construction method that can increase the stability by increasing the self-weight by converting the compressive load of the unit into an even distributed load.

With this construction method, a composite wall caisson 105 in a form in which independent caissons composed of a box type are connected in parallel by installing a core wall that has improved bearing capacity and a core wall that has improved bearing capacity and a stacked load is perpendicular to the overhead load. And it is possible to build the offshore runway 101 capable of connecting construction with the apron 102 built in a buried type without being greatly affected by the topography of the sea floor by handling the horizontal load.

Figure 5 is a perspective view of the prefabricated caisson for the lower hooking for the composition of the lower hooking in the core wall structure of the composite caisson for the offshore runway of the present invention, a jacket and a reinforcing reinforced lower hooking reinforcement network, and Fig. It is a perspective view of the connecting plate connecting the connecting block in the core wall structure of the composite caisson for offshore runways, and FIG. 7 is a cross-sectional view of the connecting block in the core wall structure of the composite caisson for offshore runways of the present invention.

8 is a perspective view and a detailed connection diagram of a connecting block and a partition block in the core wall structure of the composite caisson for a marine runway of the present invention, and FIGS. 9 and 10 are the core of the composite caisson for a marine runway of the present invention. ) It is a perspective view of a pile reinforcement support in a wall structure, and FIG. 11 is a perspective view of a reinforcing reinforcing column for a post entering a panel zone in a core wall structure of a composite caisson for an offshore runway of the present invention.

FIG. 12 is a perspective view of a combined block reinforced network entering a connected block grid space in a core wall structure of a composite caisson for a marine runway of the present invention, and FIG. 13 is a core of a composite caisson for a marine runway of the present invention. It is a plan view of a step-by-step block formed of a connecting block and a partition block, a cast-in-place pile, a post column, and a connecting plate in a wall structure, and FIG. 14 is from the lower hooking mound in the core wall structure of the composite caisson for an offshore runway of the present invention. It is a summary detail diagram connecting the combined blocks.

15 is a cross-sectional view of grouting for inputting and solidifying filled soil in a combined block in the core wall structure of the composite caisson for a marine runway of the present invention, and FIG. 16 is a core of the composite caisson for a marine runway of the present invention ( core) is a perspective view of a continuous beam in a wall structure, and FIG. 17 is a perspective view of a PC beam and a PC panel in a core wall structure of a composite caisson for an offshore runway of the present invention.

In the present invention, it is possible to cope with the conduction moment due to the cantilever behavior caused by the horizontal force acting on the shear wall of the core wall to be described later, and instead of increasing the wall thickness, the reinforcing bar and concrete block 407 shown in FIG. It is a core wall (refer to Fig. 13) that constitutes a box-shaped wall in a structure, and it is not used as a common section (elevator, stair room), but a post column 210 and an underwater continuous wall are poured out of reinforced steel and concrete to combine step-by-step blocks. Thus, by forming a combined block, the cross-sectional performance of the combined block, which is a vertical member, can be expanded.

In some cases, the bearing wall 409 of FIG. 14 with improved bearing strength may be additionally reinforced.

As a result, when the bearing wall, which is a core wall that receives vertical loads such as offshore runways and core walls, and a horizontal load applied to the structure, simultaneously performing the role of a shear wall, receives a horizontal load, it receives shearing action and bending moment at the same time.

As shown in Figure 14, the bending moment is the coupling-type block 409, the end of the wall and the post column 210 coupled with the coupling-type block 409, continuous beams 801, 802, pile reinforcement support ( 601) is shared and the shear force is received by the core wall.

The pile reinforcement support 601 shown in FIGS. 8 and 14 is combined with the cast-in-place pile 106 and each connection-type block 407 and the partition block 406 that are shocketed on the bedrock to have a certain height (combination-type It is installed at each block height).

A connection type block 407 installed on the top of the core wall to maintain the structure and mechanical stability of the core wall, while reducing the inequality caused by the conduction moment, the horizontal force applied to the core wall, and drying, shrinkage, creep deformation, etc. generated between each member And the vertical member (post column 210, connecting block) by exerting the compressive force by the underwater concrete poured into the grid space 109 and the panel zone 115 in the partition block 406 and the tensile force of the pile reinforcement support 601 407), the inequality reduction amount of the partition block 406 can be controlled.

A continuous beam composed of a double layer installed on the top of the composite wall caisson 105 on the sea level can enhance strong flexural stiffness and horizontal load response, and control the inequality reduction with the cross-sectional performance of the expanded horizontal members (801, 802: see Fig. 20). It is possible, and the cross-sectional area of the wide composite wall caisson 105 can bear the fixed load and the loading load of the runway 101 as much as the width thereof, and reduce the share of the axial load transmitted to the pillars 210.

On the other hand, the bottom hooking mount part 104 of the expanded foundation connected to the bedrock by cast in place is a cast-in-place pile of CFT (concrete filled steel tube) with excellent structural performance such as compression and adhesion strength, ductility, and load-bearing performance, and seismic adaptation. ) And the seafloor support layer to remove sediment in the core foundation ground and remove the soft ground generation material in advance to prevent differential settlement.

By securing the panel zone 115 combined with the connection-type block 407 shown in FIG. 8, a post column 210 with an expanded horizontal cross-sectional area of the pile is made to increase the slenderness of the pile to increase the buckling strength, and the support pile is used as a friction pile. It is converted to increase the main surface friction force, thereby reducing the secondary friction force, and increasing the axial weight share of the upper load by expanding the joint cross-sectional area of the vertical member.

Structural stability can be improved by controlling the amount of inequality reduction of each vertical member through the support pillar 210 and the beams 801, 802, and 803. In addition, when the width of the marine runway becomes wider, it is a method to install the shear wall in parallel with the core wall 412 of FIG. 13 divided into a certain area in a separate area, and by connecting the partition block 406 to form a box and connect it. The horizontal stiffness of can be obtained.

Subsequently, a connection part containing a compressed rubber plate is placed at the bottom of each coupling block 409 of FIG. 14 to prevent the vertically accumulated load of the upper load from being transmitted to the lower layer, and excessive shear stress generated in the inner wall body acting as a cantilever. While preventing the stress from being transferred vertically.

Therefore, by inducing the overhead load and the impact load during landing and the impact load to the filler area inside the composite wall caisson 105, stress concentration due to the cumulative load is alleviated so that the curvature of the shear wall connected from each connection part is different, and the overall horizontal The stiffness can be greatly increased. Therefore, it can contribute to extending the life cycle of the structure by reducing the creep deformation and fatigue of the composite wall caisson 105.

Except for the core wall installation section shown in FIG. 2, the area 114 of the core wall passes through seawater, thereby reducing the opposing area of the wave force entering from the open sea and reducing the change in current. A step-by-step block (see Fig. 13) that can increase endurance is assembled with a stud bolt 707, a nut, a connecting plate (see Fig. 6) of Figs. 7 and 8, a connecting ring 705 of Fig. 8, and a stainless steel creep band ( Simplify it to 701) to facilitate connection, thereby increasing workability and reducing the amount of time.

Figure 18 is a cross-sectional view of the runway front of the composite caisson completed in the core wall structure of the composite caisson for offshore runways of the present invention, and Figure 19 is a composite in the core wall structure of the composite caisson for offshore runways of the present invention It is a cross-sectional view of the runway side of the composite caisson, and FIG. 20 is a cross-sectional view of the core wall structure of the composite caisson for an offshore runway of the present invention, in which post columns, large beams (continuous beams), small beams (PC beams), PC panels and slabs are installed. It is a detailed view.

In the present invention, in the grid space 109 in the connection-type block 407, the underwater continuous wall 120 of FIG. 14 that can simultaneously reinforce and exhibit vertical and horizontal stiffness-reinforced load-bearing walls and shear wall performances is placed, and the composite of FIG. Wall caisson 105 By reinforcing the bearing wall, it is possible to increase the response power of the vertical load and the horizontal load acting in the lateral direction.

The continuous beams (801, 802) installed on the upper part of the composite wall caisson 105 above sea level can reduce the amount of inequality reduction and improve the lateral load sharing performance, and provide a large enough space for working at sea to connect various members. And it is possible to increase the constructability by providing convenience for installation.

It is possible to construct up to a depth of 80 m in which the activities of industrial divers are possible, and there is sufficient probability that the construction depth can be deepened due to the development of underwater construction equipment, so it is possible to widen the width of the site selection of the marine runway 101.

The runway of an airport operating a class F or higher passenger plane must be at least 60 m wide and 1,800 m long, including the take-off distance and landing pad at the time of relocation, blast pads, and overloading pads, and thus occupy a significant portion of the length of the aerodrome site. There are very few places to meet the location conditions of the runway 101 on the bottom of the sea.

The present invention, as shown in Figure 1, because it can be installed in the place where the slope of the sea floor is severe 116, the place where the unevenness is severe 117, and the part 119 where the step occurs a lot, the apron built in a buried type It is also easy to connect with (102).

A core wall reinforced with a composite wall caisson 105 is installed only in the structure installation part in a pier type without installing the entire section of the marine runway 101 installation area in a core method, and a continuous beam between each composite wall caisson 105 in FIG. By constructing the offshore runway 101 by strongly adjoining the (801, 802) and the slabs (101, 103) in a ramen structure method, the input material can be significantly reduced. As shown in FIG. 1, the space under the runway can be utilized as an auxiliary facility space 108, and the lower portion 114 of the runway circulates seawater to avoid tidal currents, thereby reducing environmental damage.

As described above, the present invention will be described in detail with reference to FIGS. 1 to 20,

The core wall structure of the composite caisson for an offshore runway of the present invention is largely the lower hooking installation step shown in Fig. 14A, the core wall installation step shown in Fig. 14B, and the beam and slab installation shown in Fig. 20 It can be divided into stages.

The present invention does not entirely install the core wall of the composite wall caisson 105 installed at the time of construction of the offshore runway 101 in a length suitable for the purpose, but the core wall installation section 105 and the seawater distribution section shown in FIG. (114) is divided and arranged, and since it partially penetrates the wave entering from the open sea, it is possible to reduce the area against the wave force of the core and reduce the change of tide by dividing the peak of the entering wave.

Specifically, as shown in FIG. 5, the area where the lower hooking mount part 104 is installed is dredged in the area with a clamshell bucket, a dredging pump, etc., and excavated to the top of the weathered rock, which is the support layer of the core wall structure, using an underwater excavator. Therefore, after removing the soft ground generation material in advance, the partition PC 411 of FIG. 5 is installed in the middle in a rectangular shape to assemble the assembled caisson 402 for lower hoisting.

As shown in FIG. 5, where a step occurs due to the slope of the sea floor topography, the prefabricated caisson 402 for lower hoisting is stacked in 2 to 3 stages, and a gabion 213 and a goil tree 211, and a sand bag 212 ) To fill in the gap and flatten the height, and then insert the stainless steel creep band 701 through the connecting ring 705 attached to the inside and outside of each assembly type PC (403, 404, 405). It makes the assembly type caisson 402 for the lower hooking by simple and easy tensioning and binding.

At this time, the partition P.C 411 is installed 1 m lower so that the jacket holder 214 to be installed later can enter. A jacket 209 made of H-beam 304 and a-beam 305 to which a plurality of guided steel pipes 207 and a plurality of grouting pipes 206 are attached is inserted into the prefabricated caisson 402 for lower hoisting. Install the jacket holder 214 into the partition PC 411, bind it through the adjacent jacket and the connecting plate 704, cover the reinforcing reinforcing reinforcing bar 505, and connect it with bolts and nuts, and then use a treadmill pipe. Thus, underwater concrete is poured to form an enlarged foundation that is closely adhered and bonded to the ground.

The partition PC 411 transmits the hydraulic pressure acting on the longitudinal wall of the prefabricated caisson 402 for lower hooking, which is continuously installed in a unit area divided so that four cast-in-place piles 106 are installed, to the opposite wall to transfer the axial force. It is to offset the role and to allow the ground pressure of the overhead load to be evenly distributed to the lower structure, and the jacket 209 mounted thereon is to be integrated into the lower hooking mount part 104 divided into unit zones.

After inserting the steel pipe 208 into the guided steel pipe 207 and driving it with a hydraulic hammer, the RCD equipment is mounted to excavate the bedrock, and the reinforcing bar network is inserted into the inside of the pipe to pour concrete, and the cast-in-place pile 106 is used as the bedrock. And socketing.

At this time, the grouting inlet 204 of the prefabricated caisson 402 for lower hooking and the grouting pipe 206 of the lower hooking by using the drilling and injection equipment 202 of FIG. 15 after pouring in the prefabricated caisson circular hole 710 Through the hole, the lower hooking mount portion 104 is drilled to the bottom of 1 to 2 m.

After that, grouting between the bottom of the core wall installation ground and the bottom of the bottom hooking is performed to fill the voids in the ground around the bottom of the bottom hooking mount to increase the stability of the seafloor ground, and the cast-in-place piles 106 connected to the bedrock have a vertical or horizontal support and Bending moment and eccentric load can be canceled, and by providing a mound part with excellent seismic adaptation that increases the response force according to the ground reaction force, the ability to respond to the overturning moment of the core wall acting as a cantilever and excellent seismic adaptation can be maintained.

The cast-in-place pile 106 coupled with the lower hooking mound 104 and shocked to the bedrock is a concrete-filled steel pipe column, and the pressure in the circumferential direction effectively restrains the concrete, thereby suppressing the volume expansion of the concrete. It is a CFT structure with excellent adaptability when an earthquake occurs by maintaining high stiffness with reduced lateral displacement by exerting excellent deformability to prevent local buckling of steel pipes due to increased concrete compressive strength.

This is an example of excellent performance in terms of stability. In the 1995 Great Kobe Earthquake in Japan, buildings using C.F.T were found to have little damage, and the stability was proven.

As shown in Fig. 14B, as the core wall installation step, the core wall of the closed planar structure has a cantilever behavior based on the ground. Therefore, to resist the horizontal load with only the core wall, a wide wall thickness is required to respond to the horizontal force of waves. Instead of installing shear walls at regular intervals equal to the width of the runway, the interior is empty as much as the core wall.

A box-shaped connection block 407 with a width greater than the height of the box-type connection shown in FIG. 8 is made of precast concrete, and is connected to the left and right to connect a plurality of composite wall caissons 105 in a box-like shape. By installing the shear wall of the composite wall caisson 105, there is no need for a systemized form such as slip foam and gang foam used when installing the existing core shear wall, and when assembling the connecting block 407, seawater as much as the volume of the inner space is accommodated. I'm doing it.

Therefore, since the corresponding water pressure acts as much as its volume, it is not conducted to the wave power that invades until the filler is filled, and unlike the purpose of using common facilities such as elevators and stairwells of the core wall, the underwater continuous wall 120 and the post-construction therein The block wall is a bearing wall of a core whose bearing capacity has been enhanced, and can function as a bearing wall of a vertical member that has an excellent ability to cope with the horizontal force of waves and to improve bearing load against the overhead load.

As the detailed method for installing the core wall, the pile reinforcement support 601 bound to each of the cast-in-place piles 106 on the lower hooking mount part 104 like the pile reinforcement support 601 as shown in FIG. 14 ) Is installed.

As shown in FIG. 9, two circular portions 603 and two straight portions 604 on the outer side, and three circular portions 603 shown in FIG. 10 on the partition block 406 side of FIG. It is installed so that the three straight portions 604 can enter.

Here, as the material, titanium, iron, nickel alloy steel, or galvanized steel with strong corrosion resistance is used. The thickness is 50 mm or more, the width is 400 ~ 600 mm, the length of the straight section is 10 ~ 20 m, the circular section is manufactured in proportion to the diameter of the cast-in-place pile, the connection section is 500 ~ 800 mm, and the connection is made with bolts and nuts.

This maintains the horizontal force due to the wave force applied to each coupling block 409 coupled with the cast-in-place pile 106 connected to the bedrock and the resistance to passive pressure by the filler 506 of FIG. 15 filled therein. At the same time, by exerting compressive and tensile force by underwater concrete poured into the grid space 109 and panel zone 115 in the connecting block 407 and the partition block 406 installed at the top, vertical members (post columns, You can control the amount of inequality reduction (connected blocks, partition blocks).

In addition, by strengthening the coupling between each coupling block 409 and the cast-in-place pile 106 connected to the bedrock, it improves structural and mechanical stability by performing the function of a steel beam combined with a column.

The connection-type block 407 installed thereon is attached with a stud bolt 707 having strong resistance to harm at both ends to connect the left and right connection-type blocks as shown in FIG. 7. For the upper and lower connection, there are a connection groove 602 in which the pile reinforcement support 601 can be inserted, and a block connection key 501 and a connection groove 502 in the upper part, and the pile reinforcement support 601 when concrete is placed. There is a connection groove 602 for coupling with.

In addition, there is a grid space 109 for forming the underwater continuous wall 120 therein, and a non-toxic foam sponge 309 compressed to prevent leakage of cement paste during concrete pouring and to prevent the suspension from flowing out when the internal grouting 205 is performed. ) Is attached. The stud bolt 707 has a diameter of 100 mm or more.

The connection-type block 407 has one short and one long so that the long side and the short side cross each other to create a panel zone 115 capable of forming a post column 210 by surrounding the cast-in-place pile 106.

In the long direction, a connecting block 407 and a partition block 406 in which one is long and one is inclined are installed so that both sides are connected to the connecting block 407 to secure the space, and a grid plate is placed in the center of the block to secure the space. A lattice space 109 capable of forming the underwater continuous wall 120 is formed.

The connecting block 407 and the partition block 406 shown in FIG. 8 are steam-cured precast concrete with a wall thickness of 800 m/m to 1,000 m/m, a height of 3 to 4 m, and a length of 10 m to 20. It is manufactured in m, and the width is 4 to 6 m.

When connecting the blocks, a long part in the outer sea direction is located outside the cast-in-place pile 106, adjacent blocks are arranged in the opposite direction, and the width of the wall is combined side by side in the curved part to surround the cast-in-place pile 106, The curved connecting plate 702 and the flat connecting plate 703 of FIG. 6 are inserted through the connector 706 into the stud bolts (FIG. 707) attached to both ends of the connecting block, and assembled with washers and nuts.

Thereafter, when the connecting ring 705 attached to the side thereof is tensioned and fastened with a stainless creep band 701, a box-shaped step-by-step block 408 as shown in FIG. 13 is completed. In this way, when three step-by-step blocks 408 are stacked and the pile reinforcement support 601 is connected, the combined block 409 is completed, and the combined block reinforcing bar network 503 is put in the grid space 109 and the tremi pipe When underwater concrete is poured using (203), a composite caisson core wall structure in the form of a combination of a plurality of independent caissons 412 on which the underwater continuous wall 120 is installed is completed.

In addition, when the runway width becomes wider, the underwater continuous wall 120, which can increase the bearing capacity of the core divided into a certain area in parallel, is located on the lower hooking mount part 104, unlike a slurry wall. Since a grid space is formed in the combined block to be installed, there is no need for a joint treatment for connecting the wall to the panel wall and the near position for self-standing of the wall, and the connected combined block 409 has a structure in which the wall can be integrated.

Accordingly, there is no need for all plant facilities for construction, such as installation of a guide wall for forming a wall, such as an underground continuous wall, and excavation work for forming a trench. Since it is possible to create a continuous wall with only reinforced reinforcement and concrete pouring, construction costs and construction costs are reduced, and since bentonite is not used, a high-quality underwater continuous wall can be created.

As the main wall of a building structure, the underground continuous wall has proven its bearing strength and durability, so it is widely used as a bearing wall in the top down method as a bearing wall. As a method for installing the shear wall, additional horizontal stiffness can be obtained by additionally connecting the partition block 406 of FIG. 13.

For the pillars, the reinforcing steel reinforcing bars of Fig. 11 are inserted between the in-situ piles 106, which are pre-installed support piles in the panel zone 115, and underwater concrete is poured using the tremi pipe 203. This makes the column 210 of Fig. 16, which is a friction pile.

This is a support pile, the horizontal cross-sectional area of the cast-in-place pile 106, the horizontal cross-sectional area of which is increased by more than two times is formed, and the post column reinforcing bar network 510 entering the panel zone 115 is connected to the panel zone 115. At the same time, it is possible to induce redistribution of stress by inducing an axial force that is aggregated to the post column to the lower hooking mount portion 104 while improving the adhesion with the block 407.

Therefore, the function of a friction pile is added to the in-situ pile 106, which is a support pile, due to the poured concrete, to increase the slenderness of the post column to lower the buckling load and increase the main surface friction of the pile to reduce the secondary friction. You can increase your sharing power during celebrations.

When the stacking construction of the combined block 409 progresses to a certain extent, the integrated caisson 401 is built with a intensive delivery device 201 consisting of a connection-type casing and a large-diameter oscillator that can easily adjust the delivery area intensively in the internal space. As shown in Fig. 15, it is filled in one zone at a time.

In addition, in order to prevent the filling material (crushed stone, soil) from being disturbed, the combined block 409 is designated as an underwater vibrating furnace for each zone, and then discarded concrete is poured. At this time, the wire mesh 307 of FIG. 14 was installed to improve the concrete adhesion performance, increase the yield strength, and tensile strength, control cracking, and evenly distribute the load load, and the discarded concrete 303 of FIG. 15 was 300 Pour more than mm.

As shown in Fig. 15, since the inside is drilled and grouted 205 with a drilling equipment 202 equipped with a bit capable of penetrating concrete, the shear strength of the filler (crushed stone, soil) filled thereafter Structural stability can be added by increasing the value to stabilize the bearing capacity, and at the same time allowing the compressive load to be evenly transmitted to the lower hooking mount portion 104 as a distributed load.

A caulking material such as a compressed rubber plate is placed in the margin where the pile reinforcement support 601 is installed at the top of each coupling block 409, and a connection part is placed to prevent the vertically accumulated load of the upper load from being transmitted to the lower layer. .

Stress concentration due to cumulative load is prevented by preventing excessive shear stress generated in the cantilever-acting inner wall, while preventing the stress from being transferred vertically, and absorbing the overhead load, the aircraft, and the impact load during landing into the complex caisson. It is alleviated so that the curvature of the shear wall connected from each connection part is different, and the overall horizontal stiffness can be greatly increased, and it can contribute to prolonging the life cycle of the structure by reducing creep deformation and fatigue of the composite wall caisson 105.

In addition, the caisson installation and other construction methods have extremely limited evacuation methods and means to cope with natural disasters that arrive during the construction period. The invention is completed by connecting the step-by-step block 408 from the lower hooking mount part 104 connected to the bedrock, and the connection ring 705 of each assembly and the left, right, upper and lower connection bands 701, 711 ), etc., by fixing and stacking the blocks 408 for each step by using, etc., it is possible to prevent the loss of input materials due to typhoons coming during construction, and can flexibly cope with rapidly changing weather conditions and various external forces. They can show superior adaptability.

As shown in Fig. 20, in the step of installing beams and slabs, continuous beams 801 and 802 are installed above the height of the combined block 409 at one stage above the sea level in Figs. 18 and 19, and the slab 103 is installed. To install.

At this time, the installation place is installed on the lower slab 103 and the upper plate 101 at a point 9 to 12 m above sea level (the height of one combined block), and a continuous beam 801 connected between the pillars 210 The hollow beam 801 is installed with a space formed therein, and the continuous beam 802 installed between the span is uneven so that the PC beam 803 can be installed.

The PC beam 803 of FIG. 17 is installed so that the curved portion 812 is caught on the continuous beam 802, the width and height of the beam are the same as the width of the combined block 409, and the wall thickness of the hollow beam 801 is 1.2 to 1.5 m,

The PC beam 803 installed on the span is inserted into the concave-convex portion 805, tensioned and bound with a creep band 701 to the span-side continuous beam connecting ring 705, and installed on the caisson 105 of the composite wall. In the empty space 813 with the P. C beam 803, it is possible to prevent the torsion of the beam and the plate buckling of the slab installed at the top because concrete is poured to solidify the bond between the caissons 105 of each composite wall.

The ratio of the width and height of the P.C beam 803 is 1:1 and the length is the same as the span. When the installation of the P.C beam 803 is completed, a P.C panel 804 is installed on it. The P.C panel 804 has a connection pin 708 that can be connected to the P.C beam.

The connector 706 to which the connection pin 708 of the P.C beam made of stud bolts can be bound is a bolt, washer. It is fastened with a nut, and fits the connector 706 of the P.C panel 804 to fit the connection pin 708 and fits it.

It is composed of a connection key 809 and a connection groove 810 that can be connected to adjacent panels, and the thickness is 300 ~ 400 mm, the width is 4 ~ 6 m, and the length is the same as the span length.

When installing this, it is installed in accordance with the connector 706 in a direction perpendicular to the P.C beam 803. Reinforcing bars and concrete are poured thereon to complete the lower slab 302, thereby increasing the thickness of the slab to increase lateral load response, and at the same time, preventing the plate buckling of the P.C panel 804.

This is because there is no need for the formwork, support, and movement of the slab 302 installed on the top. The work process is omitted and labor and cost are saved. Here, the slab concrete thickness is set to 300 ~ 600 mm.

Reference numeral 113 of FIG. 18 is a passageway for communicating an auxiliary facility space, and is installed on the lower slab 103 with a width of 5 to 8 m and a height of 5 to 7 m. The wall thickness should be 1 ~ 1.5 m.

When constructing the upper plate (sea runway), the inside of the composite wall caisson is laid with a wire mesh 307 and discarded concrete 303 is poured, and then a 300-400 mm sub-base 311 and a 200-300 mm crushed stone base 312 are formed. After compacting, wrap it with the surface layer of ascon of 300 ~ 400 mm.

This prevents cracking due to expansion and contraction of the concrete structure due to freezing and condensation, and facilitates reinforcing grouting work for solidifying the filled soil in the column for extending the life cycle, and periodic (3 to 5 years). It is to reinforce the solidification of the filled soil filled in the composite wall caisson (105).

When paving with concrete, sufficient expansion joints are installed for each span area to pour reinforcement and concrete, and the total thickness 314 of the slab including the P.C panel 804 is 800 ~ 1,100 mm.

The horizontal members 101 and 103 formed in a double layer in this way reinforce the piles that are combined with the cast-in-place pile 106 of the lower hooking mount part 104 connected to the bedrock and each post column 210 and the coupling block 409 As a composite caisson core wall structure with mechanical and structural stability combined with the support 601, it can exhibit excellent response performance to vertical and horizontal loads.

As an offshore runway, the auxiliary facility space 108 formed between the upper plate 101 and the lower slab 103 is automatically generated without requiring a separate process or construction cost, and can be used as an auxiliary facility of the airport and a parking lot.

Unlike the usual method of reclamation from the shoreline when connecting with the reclamation type, it is possible to secure a work base that can smoothly proceed by pre-establishing an offshore working scaffold that suffers the most difficulties during offshore work. By installing the composite wall caisson 105, it is possible to omit the mound composition at the point of view of the runway due to the formation of the buried fixing point, and since the embankment can be performed based on the area, the efficiency of the reclamation operation can be achieved.

Therefore, as shown in Figure 1, the present invention is a place where the slope of the sea floor is severe 116, the place where the unevenness is severe 117, and the part where the step 119 has a lot of steps without being largely concerned with the stratum and topography of the sea floor. ) Can also be installed, so it is easy to connect with the apron 102 built in a buried type, and it is possible to remove the concerns of unequal settlement due to the soft ground in advance.

As shown in Fig. 14, the lower hooking mount part 104 is closely immersed in the support layer on the sea floor, and the in-situ pile 106 combined with it is connected to the bedrock to improve seismic adaptation and a combined block A pile reinforcement support 601 is installed for each 409, and its internal weight is increased with a solidified filler to secure the mechanical stability of the composite wall caisson 105 of the core wall structure, and a continuous beam and slab made of double layers are It is a structure that can be installed.

Construction can be started on any terrain, it is easy to divide the tool, and simultaneous construction is possible. The lower hooking mount in the bottom of the seabed and the link attached to the core wall of the composite wall caisson can be used as a mooring facility for work fleets such as barges, which can increase the efficiency of offshore work, thus reducing the construction period.

As it has excellent response to various external forces, it is an advantageous construction method for expanding and expanding the width of an offshore runway that may occur in the future. In addition, a large-scale shady fish and shellfish habitat is formed in the lower space, which can increase the income of nearby fishing grounds, which helps in resolving civil complaints.

Specific details for implementing the core wall structure of the composite caisson for a marine runway of the present invention have been described with reference to preferred embodiments of the present invention, but those skilled in the art will have the spirit of the invention described in the claims to be described later. It will be appreciated that various modifications and variations can be made to the present invention without departing from the technical field.

101: sea runway
102: apron
103: lower slab
104: lower hooking mount
105: composite wall caisson
106: cast-in-place pile
107: Basic stone department
108: auxiliary facility space
109: grid space
110: sandstone slope
111: cloth stone
112: Geungo block
113: passage
114: Seawater distribution section
115: panel zone
116: steep slope
117: places with severe irregularities
118: Canyon
119: where the step is severe
120: underwater continuous wall

Claims (8)

By installing an expanded base lower hoisting mount on the seabed support layer in humid places and places with severe irregularities, the possibility of generating soft ground is eliminated in advance, and the in-situ piles combined with the lower hoisting mounds are connected to bedrock to increase adaptability to seismic waves. Constructing a composite wall structure as an independent foundation support and expansion foundation for good cast-in-place piles to install a pillar to prevent scouring;
A slab is installed on the pillars of the caisson, a composite wall formed of on-site connected blocks that can withstand various external forces, step-by-step blocks and combined blocks, and secured internal space to use as facilities and auxiliary spaces, and where the pillars are installed. In the area except for, a grid-type pillar is installed to allow seawater to flow, and a runway as a top plate is installed on it;
The loading and fixed loads of the lower slab of the offshore runway are collected through the beams and transmitted to the pillars and the core wall of the composite wall caisson. The core wall is installed to be used as the main wall of the wall structure directly connected to the lower hooking mount part as the pillar, beam, and core wall are strongly bonded to each other to overcome the horizontal load, and the overhead load is shared to reduce the fatigue of the pillar column. A core wall structure of a composite caisson for offshore runways, characterized in that securing structural stability. The method of claim 1,
The connecting block is a core of a composite caisson for a marine runway, characterized in that one side is short and one side is lengthened so that the long side and the short side intersect each other to form a panel zone that can form a pillar by wrapping on-site piles. A) wall structure. The method of claim 2, wherein one side is long in the long direction and one side is short and inclined, and the connecting block is installed so that one side is short and inclined in the long direction, and the connecting block and the partition block are obliquely connected to the connecting block. A core wall structure of a composite caisson for a marine runway, characterized in that the space is secured, and a grid space is formed in which a grid plate is placed in the center of the block to form an underwater continuous wall on both sides. The method of claim 3,
The core of the composite caisson for an offshore runway, characterized in that the end of the combined block wall and the post column, continuous beam, and pile reinforcement support combined with the combined block share the bending moment and the shear force is received by the core wall. A) wall structure. The method of claim 1,
It characterized in that the step-by-step blocks are connected and completed step by step from the lower hooking mound connected to the bedrock, and the step-by-step blocks are fixed and stacked using a connection ring of each assembly and a left, right, upper and lower connection band. Core wall structure of composite caisson for offshore runway. The method of claim 5,
The core wall structure of a composite caisson for an offshore runway, characterized in that the combined block is installed with continuous beams above the sea level and above the height of one step, and a slab is installed. The method of claim 5,
The core wall of the composite caisson for offshore runways, characterized in that it has mechanical and structural stability by being combined with the in-situ pile of the lower hooking mound connected to the bedrock and the pile reinforcement support combined with the linkage block and between each post column structure. The method of claim 1,
The lower hooking mound is closely immersed in the support layer on the sea floor, and the combined on-site piles are shocked to the bedrock to improve seismic adaptation, and a pile reinforcement support is installed for each combined block, and the interior is solidified. A core wall structure of a composite caisson for a marine runway, characterized in that the mechanical stability of the composite wall caisson, which is a core wall structure, is secured by increasing its own weight with a filler, and a continuous beam and slab are installed.

Images