KR102400909B1 - Seismic isolation device applied to a triaxial lattice girder pile - Google Patents

Abstract

The present invention relates to a seismic isolation device applied to a triaxial lattice girder-type pile. More specifically, the present invention relates to a seismic isolation device applied to a triaxial lattice girder-type pile, which comprises: a lattice girder-type pile including a plurality of unit steel pipes placed vertically apart from each other with a certain length, and a lattice bar connecting the unit steel pipes to each other, and embedded in the ground to expose a part of an upper end, and embedded along with a basic pile inserted into selected one or more unit steel pipes; a connection unit engaged with an upper end of the lattice girder-type pile in a plate shape; a seismic isolation unit including a lower support laminated and engaged with an upper surface of the connection unit, and a support pad engaged to be settled on an upper surface of the lower support; and an upper cap unit having an accommodation space having a larger area than the lower support of the seismic isolation unit, and having a bottom surface unit opened, and accommodating the seismic isolation unit, and having an upper surface of the support pad fixed in the accommodation space, and embedded in the foundation of a facility. The present invention aims to provide a seismic isolation device applied to a triaxial lattice girder-type pile, which is capable of reducing cost.

Description

Seismic isolation device applied to a triaxial lattice girder pile

The present invention provides a triaxial lattice girder-type pile interconnected by a lattice muscle and a seismic isolating means that is provided between the head side of the lattice girder-type pile and the facility foundation on the upper part of the ground to reduce and absorb seismic energy. It relates to a seismic isolator applied to a triaxial lattice girder-type pile that can efficiently support the seismic load of a structure subject to seismic isolation to further enhance the safety of the structure.

In general, when designing a structure such as a multi-family house, building, building, apartment, etc., seismic resistance/seismic isolation/seismic isolation design to safely protect the structure from earthquakes should be performed together.

On the other hand, in the case of a structure linked to a pile in the conventional ground, bending moment and shear force are generated at the head of the pile by the inertial force acting on the structure and the stress caused by the ground deformation when an earthquake occurs. In the case of piles, there is a problem that deformation and destruction occur in the head.

As an example of a technology for solving this structural problem, in the case of Korean Patent Registration No. 1136945, a foundation slab, an interlayer slab and a roof slab are formed on the ground using a plurality of steel pipe piles penetrating into the ground as a support axis. In the earthquake-resistant housing structure, the steel pipe At least two or more ribs are radially fixed to the outside of the lower end of the hollow cylindrical steel pipe, and the end of the rib fixed with a donut-shaped extension plate is penetrated into an underground excavation hole to pour concrete, and the foundation slab is It is formed by a reinforced concrete method to form a foundation floor with the steel pipe pile protruding to the ground as an axis, and a rubber or silicone shock-reducing pad is interposed between the steel pipe pile and the foundation slab to relieve the impact, It presents an earthquake-resistant housing structure, characterized in that it is configured to be given earthquake resistance.

However, the above technique is to control the stress caused by the inertial force and ground deformation acting on the structure by the shock mitigating pad between the pile and the foundation slab. It is weak as a structure that dissipates energy, and as the pile bears the surplus load of the structure as it is, there is a problem that may cause structural problems such as axial deformation during an earthquake due to the stress acting on the pile.

Republic of Korea Patent Registration No. 1136945

Therefore, the present invention was invented to solve the above problems, and by providing a seismic isolating means on the head side of the pile so as to be connected with the pile while increasing the bending rigidity of the pile penetrating into the ground to increase the horizontal support performance, An object of the present invention is to provide a seismic isolator applied to a triaxial lattice girder-type pile that can more efficiently support the seismic load of a structure subject to seismic isolation to further enhance the safety of the structure.

As a means for solving the above problems, the seismic isolator (hereinafter referred to as the "seismic isolator of the present invention") applied to the triaxial lattice girder-type pile of the present invention is a plurality of units having a certain length and spaced apart from each other in the vertical direction. a lattice girder-type pile including a lattice muscle interconnecting the steel pipe and the unit steel pipe, installed to penetrate the ground so that a part of the top is exposed, and a foundation pile is inserted into one or more selected unit steel pipes to penetrate the ground together; a connection unit coupled to the upper end of the lattice girder-type pile in a plate shape; a seismic isolation unit including a lower support laminated to the upper surface of the connection unit and a support pad coupled to be seated on the upper surface of the lower support; and an accommodating space having a relatively larger area than the lower support of the seismic isolating unit is provided, and a bottom part is opened to accommodate the seismic isolating unit, the upper surface of the support pad is fixedly installed in the accommodating space, and the interior of the base structure for seismic isolation It is characterized in that it includes; an upper cap unit embedded in the.

As an example, the lattice girder-type piles have a constant diameter and length, are located in the middle of the cross section, and have a cast steel pipe in which a foundation pile penetrating into the ground is inserted, and a circular arrangement at a constant radius and angle around the cast steel pipe. And it is characterized in that it includes a plurality of auxiliary steel pipes each bound to the cast steel pipe through a lattice muscle to share the horizontal load generated during an earthquake together with the cast steel pipe.

As an example, the lattice girder-type pile is installed on the upper end of the cast steel pipe and the auxiliary steel pipe in a plate shape, and further comprising a coupling flange in which a through hole is formed in a portion facing each hollow of the cast steel pipe and the auxiliary steel pipe is characterized.

As an example, the connection unit has a disk having the same diameter as the coupling flange of the lattice girder-type pile and is in close contact with the upper surface of the coupling flange, and protrudes from the bottom surface of the disk facing the hollow of the auxiliary steel pipe, respectively It is characterized in that it includes a wedge-shaped first fastening protrusion that is inserted and fastened into the hollow of the auxiliary steel pipe in a fitting manner.

As an example, the lattice girder-type piles are configured to have an acute angle with the ground while being spaced apart from each other at regular intervals along a circular arrangement, and the foundation piles penetrating into the ground are inserted and installed, respectively, and are mutually bound through the lattice muscle. It is characterized in that it includes a plurality of inclined steel pipes and a binding flange that is installed so that the upper portions of the plurality of inclined steel pipes are joined in the shape of a plate and the upper hollow of each inclined steel pipe is exposed.

As an example, a mounting flange with an expanded diameter is formed at the upper end of the foundation pile, and the lattice girder-type pile is formed with a locking flange at the upper end of each inclined steel pipe to limit the insertion position of the foundation pile. It is characterized in that the anchoring flange of the foundation pile is mounted on the locking flange.

As an example, the connecting unit includes a disk spaced apart from the upper end of the inclined steel pipe, and the upper end of the foundation pile protruding at the same angle as the inclination angle of the inclined steel pipe from the bottom portion facing the inclined steel pipe and inserted into each inclined steel pipe. A third insertion hole formed through the inclined support at the same angle as the inclination angle of the inclined support in the disk to expose the hollow of the foundation pile, and a third in the upper surface of the disk. It is characterized by including a wedge-shaped second fastening protrusion that passes through the insertion hole and is inserted and fastened into the hollow of the exposed foundation pile.

As an example, the foundation pile is coupled to the installation flange in a direction orthogonal to the installation flange along the outer periphery of the upper portion of the foundation pile that is partially extended to the upper portion of the anchorage flange and extended to the outer periphery of the foundation pile and a plurality of reinforcing plates dividing the ? into a plurality of unit sections, wherein the connection unit includes a circular plate spaced apart from the upper end of the inclined steel pipe, and protruding from a bottom portion facing the inclined steel pipe at the same angle as the inclined angle of the inclined steel pipe and an inclined support that is placed in close contact with and placed on the upper end of the foundation pile inserted into each inclined steel pipe, and the inclined support of the connection unit is placed in a selected unit section among the plurality of unit sections while in close contact with the upper end of the extended foundation pile. It is characterized in that a locking projection extending downward as much as possible is provided.

As an example, an exposed upper part of the lattice girder-type pile and a mortar pouring along the circumference of the connection unit are provided, and a seating surface extending from the circumference of the connection unit is provided, and the bottom surface of the upper cap unit is placed. It is characterized by further comprising a; non-shrinkable mortar layer.

As an example, the connection unit is characterized in that it includes shear bolts protruding at regular intervals along the edges on the upper and lower surfaces of the disk, respectively.

The seismic isolator of the present invention as described above applies a plurality of unit steel pipes and a lattice girder-type pile in which these unit steel pipes are interconnected through lattice muscles, thereby increasing the flexural rigidity of the pile and increasing the horizontal support performance. Since it can be made small or the number of them can be reduced, there is an economical effect in terms of cost as well as construction.

In addition, seismic isolating means connected between the head side of the lattice girder-type pile and the foundation structure are provided to reduce and isolate seismic motion while allowing horizontal deformation of the support pad of the seismic isolation means when an earthquake occurs due to the interaction between these piles and the seismic isolating means. When the amount of deformation exceeds the allowable amount, the horizontal resistance of the lattice girder pile supports the earthquake load of the structure, thereby further strengthening the safety of the structure.

1 is a view schematically showing a seismic isolator of the present invention.
2 is a perspective view illustrating a seismic isolator according to an embodiment of the present invention;
3 is an exploded perspective view showing a lattice girder-type pile and a seismic isolation means according to an embodiment of the present invention;
Figure 4 is a plan view showing the lattice girder-type pile arrangement structure according to an embodiment of the present invention.
Figure 5 is a side cross-sectional view showing a lattice girder-type pile and seismic isolation means according to an embodiment of the present invention.
Figure 6 is a table comparing the stress and displacement between the pile and the existing pile constructed according to an embodiment of the present invention.
7A to 7C are views showing a connection structure between a lattice girder-type pile and a seismic isolation means according to an embodiment of the present invention.
8 is a side cross-sectional view showing the configuration of a support pad according to an embodiment of the present invention.
9 is a view showing an operating state of the seismic isolation means according to an embodiment of the present invention.
10A to 10C are views showing a connection structure between a lattice girder-type pile and a seismic isolation means according to another embodiment of the present invention.

In describing the present invention, the terms or words used in the present specification and claims are based on the principle that the inventor can appropriately define the concept of the term in order to best describe his or her invention. It should be interpreted as meaning and concept consistent with the technical idea of

Hereinafter, a preferred embodiment of the present invention will be described with reference to the drawings.

Referring to FIG. 1, the seismic isolator of the present invention includes a lattice girder-type pile 10 installed in a vertical direction to the ground 1 so that a part of the upper end is exposed, and the exposed upper end of the lattice girder-type pile 10 and It includes seismic isolating means for performing a seismic isolation function for horizontal earthquakes while connecting between the bottom parts of the facility foundation (2-1).

First, the lattice girder-type pile 10 of the present invention is installed so that a part of the upper end is exposed to the ground (1) for constructing the foundation of the structure for seismic isolation, and the exposed upper end is connected to the connection unit 20 constituting the seismic isolation means. and the seismic isolation unit 30 and the upper cap unit 40 may be sequentially mounted.

At this time, the seismic isolation target structure includes a floor foundation part 2-3, which is pre-constructed in order to build a construction surface on the excavated ground 1, and the floor foundation part 2-3 as shown in FIG. It includes a facility foundation 2-1, which is spaced apart through the seismic isolator of the present invention, and a facility wall 2-2 constructed to be synthesized on the facility foundation 2-1 on the upper part of the structure.

The lattice girder-type pile 10 includes a plurality of unit steel pipes having a predetermined length and spaced apart from each other, and lattice muscles 110 connecting the unit steel pipes in a mutual truss structure along the longitudinal direction of the unit steel pipe.

And the lattice girder-type pile 10 has a relatively longer length than the unit steel pipe, and the foundation pile 3 that penetrates the ground 1 together and behaves integrally is inserted and installed in one or more unit steel pipes selected.

As an embodiment of the present invention, the lattice girder-type pile 10 is a cast steel pipe 101 having a constant diameter and length, a hollow is formed therein, and located in the center of the cross section, as shown in FIGS. 2 to 5 . ), and is circularly arranged with a certain radius (R) and angle (θ) around the cast steel pipe 101, and is bound to the cast steel pipe 101 through the lattice muscle 110 to reduce the horizontal load generated during an earthquake. It includes a plurality of auxiliary steel pipes (102) shared together with the cast steel pipe (101).

A foundation pile 3 is inserted into the cast steel pipe 101 to form a certain double pipe section overlapping on the same axis.

Here, the foundation pile 3 may be a micropile in the form of a steel rod, and its length may be determined according to the characteristics of the ground 1 . These foundation piles 3 act integrally with the cast steel pipe 101 of the lattice girder-type pile 10 to support the load of the facility foundation 2-1 mounted thereon.

In addition, as shown in FIG. 4 , the auxiliary steel pipe 102 is arranged every 120 degrees and consists of three, but may be configured in four by circularly arraying every 90 degrees. Of course, the present invention is not limited to the number of the auxiliary steel pipe 102 installed.

The lattice muscle 110 connects the cast steel pipe 101 and each auxiliary steel pipe 102 to distribute the stress applied to the cast steel pipe 101 to all the auxiliary steel pipes 102 .

That is, the lattice girder-type pile 10 of this embodiment shows a lattice shape according to the arrangement of the cast steel pipe 101 and the auxiliary steel pipe 102 in a plane as shown in FIG. 4 , and the cast steel pipe 101 as a grid type ) and a plurality of auxiliary steel pipes 102 are integrated through the lattice muscle 110, thereby not only sharing the horizontal load generated during an earthquake, but also increasing the flexural rigidity to further increase the horizontal support performance as a pile compared to a single micro pile. it will be possible to do

In addition, Figure 6 is a table showing the results of a comparative experiment of displacement and synthetic stress, and that the grid-type structure of the lattice girder-type pile 10 according to this embodiment has the minimum displacement rather than expanding the diameter of an existing general steel pipe. can be checked

The auxiliary steel pipe 102 may be the same as or smaller than the diameter of the cast steel pipe 101 . When the auxiliary steel pipe 102 is made to be the same as the diameter of the cast steel pipe 101, the workability is not deteriorated because it is unnecessary to change the bore diameter.

The construction process of such a lattice girder-type pile 10, that is, the process of penetrating the lattice girder-type pile 10 and the foundation pile 3 inserted thereinto into the ground, can be implemented through a variety of known auger equipment and construction methods. It is possible.

For example, a first casing perforation hole through which the cast steel pipe 101 is to be penetrated is formed in the ground where the lattice girder-type pile 10 is to be installed, and a second circular arrangement with a constant radius and angle from the first casing perforation hole is formed. A casing hole is formed.

Here, it is preferable to use a C-type casing in which a slit for lattice muscle placement is formed on one side so that the lattice muscle 110 can be disposed for the formation of the second casing perforation hole.

Then, by inserting the foundation pile 3 into the hollow of the cast steel pipe 101 of the lattice girder-type pile 10, a certain double pipe section overlapped on the same axis is formed, and at the same time, the cast steel pipe 101 and the auxiliary steel pipe ( 102) is positioned to coincide with the first casing drilling hole and the second casing drilling hole, respectively, and then the upper end of the lattice gutter pile 10 is pressed and the cast steel pipe 101 together with the additional penetration of the foundation pile 3 ) and the auxiliary steel pipe 102 are penetrated into the ground.

Thereafter, mortar is injected into the circular space between the cast steel pipe 101 and the first casing perforated hole and the auxiliary steel pipe 102 and the second casing perforated hole, respectively, so that the penetration construction of the lattice girder-type pile 10 is performed. After completion, the seismic isolation means is coupled to the head side of the lattice girder-type pile 10 .

The lattice girder-type pile 10 according to this embodiment is installed at the upper end of the cast steel pipe 101 and the auxiliary steel pipe 102 in a plate shape, and each hollow of the cast steel pipe 101 and the auxiliary steel pipe 102 . It further includes a coupling flange 120 in which the through hole 121 is formed in the portion facing the.

The foundation pile 3 is inserted into the through hole 121 facing the hollow of the cast steel pipe 101 among the through holes 121 of the coupling flange 120 to form a certain double pipe section overlapping on the same axis.

The coupling flange 120 can facilitate head reinforcement for the lattice girder-type pile 10, and after the foundation pile 3 is inserted and connected to the cast steel pipe 101, when a certain amount of rotation is penetrated, the auxiliary steel pipe 102 While this rotation does not cause an obstacle to the driving head (not shown), the upper part of the lattice girder-type pile 10 can be structurally more stabilized to withstand the vertical load of the facility foundation 2-1.

In addition, a plurality of fastening holes 122 for bolting the coupling flange 120 to the coupling unit 20 of the vibration isolation means to be described below may be formed along the circumference thereof.

Meanwhile, on the exposed upper end of the lattice girder-type pile 10 according to the above-described embodiment, the lower surface of the facility foundation 2-1 is supported and connected to the lattice girder-type pile 10 to reduce and dissipate seismic energy. seismic isolation means for

The seismic isolation means includes a connection unit 20 , a seismic isolation unit 30 , and an upper cap unit 40 .

The connection unit 20 is coupled to the upper end of the lattice girder-type pile 10 in a plate shape so that the seismic isolation unit 30 and the upper cap unit 40 can be connected to the lattice girder-type pile 10 .

As an example, the connection unit 20 has the same diameter as the coupling flange 120 of the lattice girder-type pile 10 as shown in FIG. 7A and is in close contact with the upper surface of the coupling flange 120. ), and a shear bolt 240 protruding from a portion facing the fastening hole 122 in the disk 200, and a nut on the shear bolt 240 passing through each fastening hole 122 are fastened to each other and may be fixedly connected to each other.

At this time, the shear bolt 240 extends not only to the lower surface facing the disk 200 but also to the upper surface facing the seismic isolating unit 30, and the bolt with the lower support 300 of the seismic isolating unit 30 located at the upper part. seek to contract

And the protruding length of the shear bolt 240 is configured to have a relatively longer length than the thickness of the coupling flange 120, even in a state penetrating the fastening hole 122 of the coupling flange 120, a portion of the coupling flange Bar exposed to the lower side of the 120, the shear bolt 240 exposed in this way is poured on the non-shrinkable mortar layer 50 to be described below to perform a function as a shear key.

The connection unit 20 further includes a plurality of first fastening protrusions 210 having a wedge structure in addition to the connection by the lattice girder-type pile 10 and the shear bolt 240 described above to each auxiliary steel pipe 102 ) can be fitted and fixed.

The first fastening protrusion 210 faces the hollow of each auxiliary steel pipe 102 exposed by the through hole 121 of the coupling flange 120 and protrudes from the bottom surface of the connecting unit 20, respectively. In addition, as it has a wedge shape and is fastened to the hollow of each auxiliary steel pipe 102 in a fitting manner, rotational resistance with respect to the auxiliary steel pipe 102 can be strengthened.

The first fastening protrusion 210 is provided integrally with the bottom surface of the connecting unit 20 as shown in FIG. 7B, or a first insertion hole in the connecting unit 20 as shown in FIG. 7C. 250 is formed so that the first fastening protrusion 210 can be inserted and fastened while the connecting unit 20 is seated on the coupling flange 120 of the lattice girder-type pile 10 .

The diameter of the first fastening protrusion 210 is the same as or slightly larger than the hollow inner diameter of the auxiliary steel pipe 102 so that a firm fitting is made.

In addition, the connection unit 20 according to this embodiment is placed in the coupling flange 120 of the lattice girder-type pile 10 and connected to the foundation pile 3 so that the foundation pile 3 can be inserted. A second insertion hole 220 having the same inner diameter is formed in a portion facing the hollow of the cast steel pipe 101 exposed by the through hole 121, and a predetermined radius is formed with the second insertion hole 220 as the center. A recessed seating groove 230 is formed.

And at the upper end of the foundation pile (3), a seating flange (3-1) that can be placed in the seating groove (230) is formed in the hollow of the cast steel pipe (101) through the second insertion hole (220). As it is inserted, its upper end is caught in the seating groove 230 so that it can be mounted in a position where it is no longer inserted.

The seismic isolation unit 30 includes a lower support 300 that is bolted through a shear bolt 240 protruding from the upper surface of the connection unit 20 and stacked on the upper surface of the connection unit 20 , and the lower support 300 . ) includes a support pad 310 coupled to be seated on the upper surface.

The upper cap unit 40 is provided with an accommodating space 410 having a relatively larger area than the lower support 300 of the seismic isolating unit 30, and the bottom is opened to accommodate the seismic isolating unit 30, The upper surface of the support pad 310 is fixedly installed in the accommodating space 410 and is embedded in the facility foundation 2-1.

That is, as shown in FIG. 5 , the upper cap unit 40 is embedded and integrated in the facility foundation 2-1 in the construction process of the facility foundation 2-1, and the support pad through the accommodation space 410 . 310 is to provide a space to flow in the transverse direction.

Here, in the upper cap unit 40, it is preferable that a plurality of fixing bolts 420 protrude from one or more sides embedded in the facility foundation 2-1, and these fixing bolts 420 are the facility foundation (2). -1) and performs the function as an anchor for strong bonding.

And the support pad 310 accommodated in the receiving space 410 of the upper cap unit 40 reduces and absorbs seismic energy transmitted from the ground 1, as well as the lattice girder-type pile 10 by inertial force and ground deformation. ) to dissipate the bending moment and shear force acting on the head by plastic deformation.

Referring to FIG. 8 , the support pad 310 is spaced apart from the upper plate 311 fastened to the upper inner wall of the accommodating space 410 , the lower part of the upper plate 311 , and the upper part of the lower support 300 . It includes a lower plate 312 fastened to the surface, and a pad member in which a plurality of rubber layers 313 and steel plate layers 314 are alternately stacked in a space between the upper plate 311 and the lower plate 312 .

And the support pad 310 further includes a plastic deformation bar 315 interposed in the vertical direction from the center of the pad member. That is, the plastic deformation bar 315 is configured to penetrate the center of the pad member.

It is preferable that the upper plate 311 and the lower plate 312 use a material stronger than the plastic deformation bar 315 to prevent deformation even under an earthquake load, and the upper plate 311 has the upper plate. An upper inner wall of the cap unit 40 is coupled, and an upper surface of the lower support 300 is coupled to the lower plate 312 .

In the pad member, rubber layers 313 and steel plate layers 314 are alternately laminated, and although not shown in the drawings, the outer part is configured in a shape surrounded by a rubber cover. In this way, the rubber layers 313 and the steel plate layers 314 are alternately laminated, so that when the pad member is made of rubber only, buckling occurs with respect to a vertical load, so the steel plate layers 314 are placed between the rubber layers 313. By doing so, it is possible to absorb a certain amount of seismic energy by maintaining the stability of the vertical load and maintaining the elasticity of the rubber against the seismic load.

That is, when an earthquake load occurs, it absorbs seismic energy through shear deformation of the rubber layer 313 and has a function of restoring it to its original position based on elasticity after the earthquake load is finished. The rubber cover is further presented as a configuration that doubles these functions.

In addition, in the case of the plastic deformation bar 315 penetrating the pad member, it is reasonable that it is made of a material that forms plastic deformation, such as lead.

The support pad 310 configured in this way resists with initial rigidity by the plastic deformation bar 315 for a permanent load acting in a short period of time, such as wind load, The plastic deformation bar 315 yields to achieve a long period by the rubber layer 313 , thereby reducing the occurrence of seismic energy and absorbing the seismic energy due to the nonlinear behavior of the plastic deformation bar 315 .

As a result, as shown in FIG. 9, the seismic isolator of the present invention reduces and isolates seismic motion while allowing horizontal deformation of the support pad 310 accommodated in the upper cap unit 40 when an earthquake occurs, and the seismic isolating unit 30 ), if it exceeds the allowable amount of deformation to the location, thereafter, the seismic load of the structure is supported by the horizontal resistance of the lattice girder-type pile 10, thereby further strengthening the safety of the structure.

Also, as another example, in the seismic isolation unit 30 of the present invention, in addition to the above-described base support pad 310, a support device such as a steel bearing (pot bearing, etc.) having various operating structures is used as a known technology in domestic and overseas regions. can be installed and applied according to the basic design conditions or the site conditions of the applied facilities.

Meanwhile, the seismic isolation means of the present invention further includes a non-shrinkable mortar layer 50 formed by pouring mortar along the perimeter of the exposed upper part of the lattice girder-type pile 10 and the connecting unit 20 .

The mortar layer 50 is filled with non-shrinkable mortar to the exposed unit steel pipe and the lattice muscle 110 of the lattice girder-type pile 10 as well as the connecting unit 20, so that the lattice girder-type pile 10 and the seismic isolation Stable lateral flow of the upper cap unit 40 by allowing the means to be integrally synthesized, and by allowing the lower surface of the upper cap unit 40 to be seated as a seating surface extending from the periphery of the connection unit 20 is provided will provide

Hereinafter, a lattice girder-type pile 10 according to another embodiment of the present invention will be described.

10a to 10c, the lattice girder-type piles 10 of this embodiment are arranged spaced apart at regular intervals along a circular arrangement, the inner angle with the ground is configured to have an acute angle, and the foundation piles (3) penetrating into the ground (1) ) is inserted and installed, and includes a plurality of inclined steel pipes 103 coupled to each other through the lattice muscle 110 .

That is, in the lattice girder-type pile 10 of this embodiment, unit steel pipes are arranged in an oblique shape having a predetermined inclination as shown in FIG. 10A, and lattice muscles 110 are interconnected between these inclined steel pipes 103, By binding and supporting it, it is possible to have a more stable support structure compared to a straight unit steel pipe.

At this time, although it is presented as an example that the inclined steel pipe 103 is arranged every 120 degrees on the plane and composed of three, it is natural that the present invention is not limited to the number of the inclined steel pipe 103 installed.

And the lattice girder-type pile 10 of this embodiment has a plate shape and is installed in parallel so that the upper portions of the plurality of inclined steel pipes 103 are joined, and includes a binding flange 130 in which the hollow of each inclined steel pipe 103 is exposed. .

The binding flange 130 may strengthen the rotational resistance while performing a head-side reinforcement function for the lattice girder-type pile 10 .

Each of the foundation piles 3 is inserted into the exposed hollow of the inclined steel pipe 103 to form a certain double pipe section overlapping on the same axis.

As shown in FIG. 10A, a locking flange 104 for limiting the insertion position of the foundation pile 3 is formed at the upper end of each inclined steel pipe 103, and correspondingly, the upper end of each foundation pile 3 Edo mounting flange (3-2) is formed so that the upper end of the foundation pile (3) is caught on the engaging flange (104) so that it can be mounted in a position that is no longer inserted.

Meanwhile, in the present embodiment, the connection unit 20 connected to the head side of the lattice girder-type pile 10 may be configured so that stable mounting and connection can be made in response to the inclination of the inclined steel pipe 103 .

As shown in FIGS. 10b and 10c, the connecting unit 20 of this embodiment includes a disc 200 spaced apart from the upper end of the inclined steel pipe 103, and the disc 200, like the connecting unit 20 of the previous embodiment. ) includes shear bolts 240 protruding at regular intervals along the rim.

At this time, the connection unit 20 of this embodiment suggests two connection structures in connecting the disk 200 to the head side of the lattice girder-type pile 10 .

As an example, the connection unit 20 may have a connection structure in which the disc 200 is mounted on the upper end of the foundation pile 3 inserted into the inclined steel pipe 103 .

First, the foundation pile (3) is partially extended to the upper portion of the anchoring flange (3-2) as shown in FIG. 3-2) and a plurality of reinforcing plates 3-3 coupled to the mounting flange 3-2 in a direction orthogonal to are formed.

The reinforcing plate (3-3) is arranged at regular intervals from the top of the foundation pile (3) to partition the outer periphery of the foundation pile (3) into a plurality of unit sections, and the upper end of the extended foundation pile (3) The area is reinforced from rotational resistance.

And, as shown in FIG. 10B, the connection unit 20 protrudes from the bottom portion facing the inclined steel pipe 103 at the same angle as the inclined angle of the inclined steel pipe 103, and is inserted into each inclined steel pipe 103. It includes an inclined support 260 that is placed in close contact with the upper end of the foundation pile (3).

In addition, the inclined support 260 of the connection unit 20 is in close contact with the upper end of the extended foundation pile 3 and the reinforcing plate 3-3 extending downward to be seated in the selected unit section among the plurality of unit sections. ), a locking protrusion 270 is provided between them, so that the connecting unit 20 is stably mounted, and the three hanging protrusions 270 are combined to be firmly connected in the radial center direction, so that the inclined steel pipe It becomes possible to efficiently resist the rotational moment acting from (103).

As another example, the connection unit 20 may have a connection structure in which the bottom surface of the disc 200 is inserted and fastened into the hollow of the foundation pile 3 inserted into the inclined steel pipe 103 .

According to FIG. 10C , the connection unit 20 protrudes at the same angle as the inclination angle of the inclined steel pipe 103 from the bottom portion facing the inclined steel pipe 103, and is inserted into each inclined steel pipe 103 as in the previous embodiment. It includes an inclined support 260 that is placed in close contact with the upper end of the foundation pile (3).

In addition, the connection unit 20 of this embodiment is formed through the inclined support 260 at the same angle as the inclination angle of the inclined support 260 in the disk 200, so that the hollow of the foundation pile 3 is exposed. a plurality of third insertion holes 250-1, which pass through the third insertion holes 250-1 on the upper surface of the disk 200, and are inserted into the hollow of the exposed foundation pile 3 and fitted It includes a second fastening protrusion 210-1.

That is, in the connection unit 20 of this embodiment, a plurality of second fastening projections 210-1 having a wedge structure pass through the third insertion hole 250-1 formed in the disk 200 in an oblique direction to each inclination. As it is fastened and fixed in the hollow of each foundation pile 3 inserted into the steel pipe 103 , the rotational resistance to the inclined steel pipe 103 can be strengthened.

Here, the diameter of the fastening protrusion 210-1 is equal to or slightly larger than the hollow inner diameter of the foundation pile 3, so that a firm fitting is made.

The seismic isolator of this embodiment may differ from the seismic isolator of the above-described embodiment only in the connection structure of the bottom part of the connecting unit 20 for connecting to each inclined steel pipe 103 according to the structural characteristics of the inclined steel pipe 103 described above. However, the seismic isolation unit 30, the upper cap unit 40, and the non-shrinkable mortar layer 50 constituting the rest of the seismic isolation means are applied in the same manner, and their operation mechanism is also the same, and a detailed description thereof will be omitted.

Although preferred embodiments of the present invention have been described in detail above, the scope of the present invention is not limited thereto, and various modifications and improvements by those skilled in the art using the basic concept of the present invention as defined in the following claims are also provided. is within the scope of the

1: ground 2: foundation structure
10: lattice girder-type pile 20: connection unit
30: seismic isolation unit 40: upper cap unit
50: mortar layer
101: cast steel pipe 102: auxiliary steel pipe
103: inclined steel pipe 110: lattice muscle
120: fastening flange 121: through hole
130: binding flange 200: disc
210: first fastening projection 220: second insertion hole
230: anchor groove 240: shear bolt
250: first insertion hole 260: inclined support
270: protrusion 300: lower support
310: support pad 311: upper plate
312: lower plate 313: rubber layer
314: steel sheet layer 315: plastic deformation bar
400: receiving space 420: fixing bolt

Claims (10)

It includes a plurality of unit steel pipes having a constant length and spaced apart from each other in the vertical direction, and lattice muscles interconnecting the unit steel pipes, installed to penetrate the ground so that a part of the top is exposed, and a foundation pile is inserted into one or more selected unit steel pipes lattice girder-type piles that are intruded together into the ground;
a connection unit coupled to the upper end of the lattice girder-type pile in a plate shape;
a seismic isolation unit including a lower support laminated to the upper surface of the connection unit and a support pad coupled to be seated on the upper surface of the lower support; and
An accommodating space having a relatively larger area than the lower support of the seismic isolating unit is provided, the bottom part is opened to accommodate the seismic isolating unit, and the upper surface of the support pad is fixedly installed in the accommodating space, and is embedded in the foundation of the facility Including the upper cap unit;
The lattice girder-type pile is,
A cast steel pipe having a constant diameter and length, located at the center of the cross section, and having a foundation pile penetrating into the ground inserted and installed, and circularly arranged at a constant radius and angle around the cast steel pipe, each bound to the cast steel pipe through a lattice muscle A plurality of auxiliary steel pipes that share the horizontal load generated during an earthquake together with the cast steel pipe, are installed at the upper end of the cast steel pipe and the auxiliary steel pipe in the form of a plate, and there is a hole in the part facing each hollow of the cast steel pipe and the auxiliary steel pipe Including a coupling flange formed,
The connection unit is
A disk having the same diameter as the coupling flange of the lattice girder-type pile and being in close contact with the upper surface of the coupling flange, and protruding from the bottom surface of the disk facing the hollow of the auxiliary steel pipe, respectively, to fit into the hollow of the auxiliary steel pipe A seismic isolator applied to a triaxial lattice girder-type pile, characterized in that it includes a wedge-shaped first fastening protrusion to be inserted and fastened.
delete delete delete delete delete delete delete The method of claim 1,
A non-shrinkable mortar layer formed by pouring mortar along the exposed upper part of the lattice girder-type pile and the perimeter of the connecting unit and provided with a mounting surface extending from the periphery of the connecting unit, in which the bottom of the upper cap unit is placed ; A seismic isolator applied in a triaxial lattice girder-type pile, characterized in that it further comprises.
10. The method of claim 9,
The connection unit is
A seismic isolator applied to a triaxial lattice girder-type pile, characterized in that it includes shear bolts protruding at regular intervals along the edges on the upper and lower surfaces of the disk, respectively.

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