KR20120139633A - Pre-founded column having bearing-shear band for top-down or common construction - Google Patents

Abstract

PURPOSE: A column with a joint is provided to improved reliability and constructability and to construct an underground structure and a structure. CONSTITUTION: A column with a joint of enhanced shear bond by a bearing shear band comprises a pre-founded column(100). The pre-founded column comprises a pier part and a column part. The pier par is place at a drilled hole on the ground. The pier par is fixed on the ground to be not drilled. The column part forms a column of a building. The column part is placed on a ground part to be drilled. The column part connects a base part(8) of a building, a bottle plate(9a) of the lowest floor, and a bottom structure of a middle floor.

Description

Pre-founded Column having Bearing-Shear Band for Top-Down or Common Construction}

The present invention relates to a column having a shear bond enhancement structure at the joint so that it can be used as a base pillar installed in underground drilling holes in underground reverse work. In construction, when installing the foundation pillar, which is a member that forms the foundation and pillar of the building, when the foundation part of the building or the lowest floor plate or the middle floor structure is joined to the foundation pillar, the outer surface of the pillar and the concrete or The present invention relates to a line base pillar having a configuration for suppressing slippage between grout materials to achieve a firm shear bond. In addition, the present invention relates to a grout-jacket bonding structure and a supporting device used therein to accommodate an error occurring during construction of the column foundation when joining the intermediate layer bottom structure to the line pillar.

In constructing the basement of the building, when using the reverse perforation method of constructing the basement in a top-down manner, the first pillar is used. In other words, before performing the ground excavation work for the underground construction, after forming the drilling hole by drilling the ground to a predetermined depth in advance, and then can play the role of a peer and a pillar inside the drilling hole at the same time. You will install a "pre-founded column or pre-bored column".

In the installation of such pillars in the drilled holes drilled in the ground, space is required to minimize the construction errors of the pillars in the narrow drilled holes, but in general, the pillars are joined to the intermediate floor structure. For the back, since a sheath stud or the like having a protruding length of about 90 to 120 mm is protruded on the outer surface thereof, the free space in the drilling hole is quite insufficient. Therefore, there is a limitation in construction error adjustment due to lack of free space for adjustment of construction error, and the sear studs for joining the intermediate floor structure are damaged by the excavation equipment during the ground excavation. It becomes necessary, and a problem arises that construction cost and air increase, and workability falls.

In order to avoid this problem, if the sear studs are removed from the outer surface of the pillars, it is necessary to ensure sufficient settlement and coupling when joining the pier portions forming the lower ends of the pillars and the pillars forming the upper portions of the pillars. In order to increase the length of the pillar, that is, the length of the pillar inserted into the peer portion, the construction cost increases accordingly.

When the diameter of the drilling hole is made large to secure the free space, when the large space around the column is filled with gravel, sand, etc., the construction error, that is, the installation of the pillars of the ship, is inclined greatly. There is a problem that occurs, and in order to drill a large diameter hole, a large amount of equipment should be used, and more material is required to fill the periphery of the pillar, thereby increasing the construction cost and air.

On the other hand, the perforation holes are narrow and deep, and groundwater is often present, so it is very difficult to manage construction errors when installing the pillars in the perforation holes. Furthermore, in the process of constructing the pillars, various operations such as filling around the pillars in the drilling holes are made, and the installation errors are inevitably generated during the installation of the pillars. However, the size and direction of construction errors for the foundation pillars purchased in the ground cannot be predicted before breaking, and there is a limit that can be confirmed only after breaking in each floor step by step. Therefore, in reversed underground construction, when using the prefabricated beams to construct an intermediate floor structure, the unpredictable construction errors of the preliminary pilasters will prevent the joining of the prefabricated beams to the piers. It causes a big problem for the whole construction.

For example, if the column foundation is not installed vertically as designed, it is installed at an inclined angle. In order to join the prefabricated beam to the column pillar, the fabricated beam cannot be used as it is. Will be. Therefore, the worker directly measures the construction errors such as the angle of inclination and the range of the base pillar by using a tape measure or the like in the construction of each floor in the basement, and checks the beam (large or small beam) brought into the site. According to the measured construction error of the foundation column, adjust the length of the member such as lengthening by the site welding joint or cutting the length by cutting with the cutting machine, and cutting the connecting steel plates at the joint of the foundation column. It was necessary to perform the work of attaching the joints.

Therefore, in the related art, the construction performance of the reverse drilling method is greatly lowered, and thus, the construction period and the construction cost required for the construction of the underground structure have been increased, and the reliability of the structural performance of the underground structure has been low. Furthermore, there is a problem that the work time such as welding in a work place of a high position on the ground for the basement construction is lengthened, thereby increasing the risk of a safety accident such as a fall accident.

The prior art that can be referred to as a conventional pillar is Korea Patent Publication No. 10-2009-0083298 published on August 08, 2009.

See Republic of Korea Patent Publication No. 10-2009-0083298 (published Aug. 03, 2009).

The present invention was developed in order to solve the problems occurring in the construction of the conventional post-column line pillars, such as, specifically, when installing the base line pillars and excavating the ground, the base or bottom layer bottom plate or intermediate layer For the connection between the floor structure and the column foundation, the member attached to the column foundation is not damaged by the gulting equipment. When the concrete filled steel pipe is used for the pillar, the longitudinal shear stress of the column is concentrated. In order to prevent the slip between steel pipe and concrete efficiently, and due to the construction error that occurs during the construction of the column foundation, when cutting the length of the beam or reworking the beam in the field This eliminates the need for additional work, such as That allows an object.

In order to achieve the above object, in the present invention, as part or all of the column is provided with a steel pipe, the steel pipe is provided at the position where the concrete structure is bonded, the outer surface of the steel pipe, the concrete structure is to be joined When provided with a pillar is embedded in the concrete is provided with one or a plurality of pillar shiatsu shear strips to make a shear bond is integrally provided.

In the present invention, the pillar is disposed in the boring hole formed in the ground, and is fixed to the ground that will not be excavated in the vertical direction and the ground portion to be excavated as a part of the building pillars to excavate the ground excavation Later, it may be a preliminary pillar consisting of a pillar that is exposed and connects the foundation of the building, the lowest floor plate, and the middle floor structure.

In the column pillar, the pillar portion, the filling concrete is filled in the inside of the steel pipe, the inner surface of the steel pipe is provided with a protruding internal pressure shear band is embedded in the filling concrete, the steel pipe and the filling concrete is shear-coupled configuration Can have In addition, in the present invention, the pier part of the base pillar, the concrete concrete is formed by filling the perforated hole so that the pier reinforcing bar network coupled to the lower end of the steel pipe and the pier reinforcing bar network is embedded and the lower end of the column portion of the steel pipe is inserted It may be made of. The pillar acupressure shear strips are joined to the base portion, the bottom layer bottom plate or the intermediate layer structure in the pillar portion, and in the portion embedded in the concrete sphere of the pier portion, a plurality of the spaced apart in the vertical direction of the pillar portion in the steel pipe outer surface Protruding may be provided integrally.

On the other hand, in the present invention, the pier part of the base pillar, the concrete is formed by filling the perforated hole so that the pier reinforcing bar network coupled to the lower end of the steel pipe, the pier reinforcing bar network is embedded and the lower end of the pillar portion is embedded It may not be made of a concrete sphere made of a concrete filled in the drilled hole so that the steel pipe lower end portion is inserted into a predetermined length is formed of a sphere or without a reinforcing bar network.

At this time, since the pillar shiatsu shear strip is provided on the outer surface of the lower end of the steel pipe of the pillar portion embedded in the concrete sphere, the pillar shiatsu shear belt may be embedded in the concrete sphere.

In addition, in the present invention, when installing a sleeve to surround the outer surface of the pillar for joining the beam forming the intermediate-layer floor structure to the column is provided with a steel pipe on the part or all of the pillar, the outer surface of the pillar to support the bottom of the sleeve A support device provided, wherein the steel pipe is provided in the joint portion which is the position where the intermediate floor structure is bonded; A band-shaped fixed acupressure shear strip which is integrally attached to the outer surface of the steel pipe, and a plurality of support units which are supported by the fixed acupressure shear strip and are assembled to surround the outer surface of the steel pipe of the column; The support unit includes a contact sleeve in direct contact with the surface of the steel pipe, a vertical reinforcement that is vertically coupled to the outer surface of the contact sleeve, a vertical coupling plate for engaging with a neighboring support unit, and the vertical reinforcement at the top of the contact sleeve. Or there is provided a sleeve support support device comprising a horizontal support flange attached in a form that the lower surface is supported by the vertical coupling plate.

In addition, in the present invention, as a joint structure of a column constituting the intermediate layer floor structure and the column is provided with a steel pipe on a part or all of the pillar, the steel pipe is provided at the junction where the intermediate layer bottom structure is bonded; A support device having the above configuration is installed on the outer surface of the steel pipe; A plurality of sleeves made of a sheet material are arranged to surround the pillars at intervals with the outer surface of the steel pipe at the joints of the pillars while the lower ends thereof are supported by the supporting device and are coupled to each other in the horizontal direction; The outer surface of the sleeve is integrally coupled to the beam forming the intermediate layer bottom structure; The grout material is filled in the gap between the inner surface of the sleeve and the outer surface of the steel pipe in the joint portion, and the sleeve acupressure shear band is integrally protruded from the inner surface of the sleeve to be embedded in the grout material so as to make a firm shear connection between the sleeve and the grout material. Is done; On the outer surface of the steel pipe at the junction facing the sleeve, one or a plurality of pillar acupressure shearing bands embedded in the grout material to make a solid shear connection between the steel pipe and the grout material is provided integrally formed A joint structure is provided between the beam using the grout-jacket and the beam of the intermediate floor structure.

In the bonding structure of the present invention, between the beam and the sleeve is further provided with a diaphragm made of a horizontal plate, one side of the diaphragm is integrally attached to the outer surface of the sleeve and the other side of the diaphragm covering the flange of the beam It can be combined with the chae.

According to the present invention, since the protruding height of the portion protruding from the outer surface of the column pillar at the joint is less than 30 mm, even in the case of installing the column pillar in a small diameter hole, the hole is formed around the pillar column. Free space can be secured, thereby making it easy to install and adjust construction errors. Therefore, the workability and precision of the ship foundation column is improved, and construction cost, air, etc. are reduced.

In addition, according to the present invention, it is possible to apply a concrete-filled composite column as a back pillar for reverse drilling. Since the inner surface of the steel pipe is provided with a small protruding acupressure shear band of 30 mm or less at the load introduction portion, the inner surface of the steel pipe and the filled concrete By effectively suppressing the slip between, there is no need to install a separate protruding shear stiffener such as a sheath stud, through stiffener, through nail, gusset plate, etc. in the load introduction section inside the steel pipe, thus eliminating obstacles inside the steel pipe. The effect of installing reinforcing bars or filling concrete can be carried out very easily and reliably, improving workability and reducing construction costs.

In addition, in the present invention, the chiroelectric shear strip protruding to 30 mm or less protrudes on the outer surface of the steel pipe lower portion of the pillar portion connected to the concrete sphere of the peer portion, and since the acupressure shear band is embedded in the concrete sphere, the pillar is fixed to the concrete sphere of the peer portion There is no need for an additional shear connector that protrudes large, such as a sear stud, which protrudes about 90 to 120 mm in the lower section of the part, and can greatly reduce the indentation length of the steel pipe that is embedded and settled in the concrete sphere of the peer part, and pierces the axial force of the pillar part. It can be effectively transferred to the negative concrete sphere. Therefore, workability and structural performance are improved, and construction cost and air are reduced.

In the present invention, since the slippage of the intermediate layer floor structure can be suppressed by the acupressure shear strip protruding from the outer surface of the ship foundation column, there is no need to use an additional shear connector at the junction with the floor structure to be constructed after the excavation. Therefore, workability is improved and construction cost is reduced.

In particular, the present invention provides a grout-jacket joining structure having a new structure in joining a prefabricated beam (steel beam, composite beam, PC beam, etc.) to a ship base pillar, and the grout-jacket joining structure of the present invention. According to the present invention, despite the presence of construction errors in the preliminary pillars identified after the excavation of the surrounding ground, it is possible to install the beams brought into the site without additional processing and fabrication of the difficult and cumbersome inefficient beams on the site. Since it is connected to the sleeve, different beams can be joined to the primitive pillar in a simple way. Therefore, construction cost, air, workforce, etc. are reduced, and workability and structural reliability are increased.

In particular, the present invention can be applied to beams of various cross-sectional shapes and beams of various floor structures, which has an advantage of wide application. That is, the present invention can be applied to various cross-sectional pillars and various types of floor structures, construction properties, economics, and the like can be greatly improved than conventional technologies, and construction of underground structures and ground structures with shortened air and improved reliability can be achieved. Will be.

1 is a schematic perspective view of a line pillar according to a first embodiment of the present invention.
FIG. 2A is a cross-sectional perspective view illustrating a state in which a base portion and a bottom layer bottom plate are joined to a line pillar according to the first embodiment shown in FIG. 1.
FIG. 2B is a partial cross-sectional perspective view illustrating a state in which an intermediate layer bottom structure is bonded to a line pillar according to the first embodiment shown in FIG. 1.
3 is a schematic perspective view of a line pillar according to a second embodiment of the present invention.
4 is a cross-sectional view of a state in which a base portion and a bottom layer bottom plate are joined to a line pillar according to a second embodiment of the present invention.
5 is a schematic perspective view of the line pillar according to the third embodiment of the present invention.
6A to 6F are schematic cross-sectional views taken along the line AA of FIG. 1, respectively, showing a horizontal cross-sectional structure of the line pillar according to the present invention.
FIG. 7A is a schematic perspective view showing a state in which a beam of an intermediate layer bottom structure is coupled to a line foundation by a grout-jacket bonding structure according to the present invention. FIG.
FIG. 7B is a schematic perspective view illustrating a state where the base pillar and the supporting device are omitted in FIG. 7A.
FIG. 7C is a schematic cross-sectional view showing a grout-jacket joint structure according to the present invention, which is a schematic cross-sectional view taken along the line BB of FIG. 7A.
8A and 8B are schematic perspective and exploded perspective views, respectively, of the support device.
9A-9F are schematic cross-sectional views taken along line CC of FIG. 7C showing the arrangement of sleeves and beams, respectively, in the grout-jacket construction of the present invention.
10A through 10C are schematic plan cross-sectional views of the grout-jacket joint structure of the present invention respectively corresponding to Fig. 9A.
11A and 11B are schematic cross-sectional views of the grout-jacket joint structure of the present invention corresponding to FIG. 9A.
12A and 12B are schematic side cross-sectional views of a portion where the end of the beam and the sleeve are joined in the present invention.

Hereinafter, preferred embodiments of the present invention will be described with reference to the accompanying drawings. Although the present invention has been described with reference to the embodiments shown in the drawings, it is to be understood that the technical idea of the present invention and its essential structure and operation are not limited thereby.

Concrete structures having various shapes and configurations are bonded to the pillars, but in the present invention, some or all of the pillars are made of steel, and the concrete structures are joined at the pillars, that is, the steels are positioned at the joints, and the steels at the pillars. The outer surface of the junction portion consisting of a pillar shiatsu shear strip is provided in the form of protruding is embedded in the concrete of the concrete structure. Therefore, due to the presence of the pillar pressure shear band embedded in the concrete structure, it is possible to prevent the slip between the column and the concrete structure and to achieve a rigid shear bond. As will be described later, in the present invention, the steel is made of a steel pipe of circular, oval or polygonal cross-sectional shape, the inside of the steel pipe is filled with concrete. Of course, as will be described later, the steel forming the column in the present invention may be made of a vertical beam using I beam or section steel.

Next, with reference to Figures 1 to 4 as an embodiment of the present invention, will be described with respect to the base pillar 100. Specifically, FIG. 1 is a schematic perspective view of the line pillar 100 according to the first embodiment of the present invention. For convenience, illustration of the ground is omitted in FIG. 1, and the perforation hole 20 formed in the ground is illustrated by a double-dot chain line. The preliminary pillar 100 is used in a building construction method called a top-down method or a reverse drilling method. In the reverse drilling method, a perforated hole is formed in the ground which is not excavated, and becomes a foundation fixed to the ground and functions as a pillar of the building. After installing the base pillar 100 will be excavated the ground in order to construct the middle floor structure of the building, the bottom floor plate, and the foundation.

The base pillar 100 is divided into two parts of a "pier part" and a "pillar part" from the lower part to the upper part. The pier part is a part fixedly installed on the ground which will not be excavated, and the pillar part It is a part of the structure, which is embedded in the ground to be excavated, and is exposed after the excavation of the ground to connect the base of the building, the lowest floor plate, and the middle floor structure.

The perforated hole 20 is drilled in the ground, and the base pillar 100 as described above is inserted into the perforated hole 20 to be installed. The pillar column 100 may be formed in various forms, in the case of the first embodiment shown in Figure 1, the entire pillar portion is composed of a steel pipe (1) and filled concrete (2) filled therein have. The lower end portion is embedded in the concrete sphere 7 of the pier part in a vertical length direction of the steel pipe 1 and connected to the pier part.

The pier part of the base pillar 100 is composed of a concrete sphere 7 made by pouring concrete into a drilling hole formed in the ground which will not be excavated. In the first embodiment shown in FIG. Peer reinforcing bar (6) is embedded in the (), the lower end of the steel pipe (1) is embedded in the concrete sphere (7) with a predetermined length. In joining the peer reinforcing bar 6 of the pier part with the lower end of the steel pipe 1, the upper end of the peer reinforcing bar 6 may be directly welded to the steel pipe 1, but the steel reinforcing bar connecting rebar is connected to the steel pipe 1 in advance. With 61 attached, the upper end of the peer reinforcing bar 6 and the reinforcing bar connecting bar 61 may be integrally coupled by the coupler 62.

The pillar part of the base pillar 100 is connected to the foundation part of the building, the bottom floor plate, and the middle floor structure, respectively. In order to transfer the load without slipping in the foundation pillar 100, the pillar portion of the first foundation pillar 100 is a position where the foundation portion, the lowest layer bottom plate and the intermediate layer bottom structure are connected to each other, that is, the pillar having a shape protruding to the outside. The shiatsu shear belt 3 is integrally provided. The column shiatsu shear strip 3 is also provided on the outer surface of the lower end of the steel pipe 1 embedded in the concrete sphere 7.

FIG. 2A is a cross-sectional perspective view showing a state in which the base portion 8 and the bottom layer bottom plate 9a are joined to the line pillar 100 according to the first embodiment shown in FIG. 1, and FIG. 2B is illustrated in FIG. 2B. FIG. 1 is a partial cross-sectional perspective view illustrating a state in which the intermediate layer bottom structure 9b is bonded to the line pillar 100 according to the first embodiment shown in FIG. 1. That is, the ground of the upper part of the pier part is excavated and the state in which the foundation part 8 is installed at the lower end of the column part is shown in FIG. 2A, and the intermediate layer bottom structure 9b is joined to the middle of the column part. It is shown in Figure 2b is installed in the state.

The pillar acupressure shear strip 3 may be formed in the form of an outer surface protruding acupressure shear strip which protrudes to the outer surface of the steel pipe 1, and is located in the state penetrating the steel pipe 1 to both the outer surface and the inner surface of the steel pipe 1. It may be made in the form of a protruding through-protrusion pressure shear band. The pillar acupressure shear band (3) is composed of a plate made of steel, coils, bars, round and square steel rods, circular or deformed reinforcing bars, etc., so as to protrude to a predetermined height to the outer surface of the steel pipe (1) by welding in advance at the factory. Can be attached. In particular, as shown in the figure, the column shiatsu shear strip 3 is formed in a circular ring shape, a plurality of rings can be arranged at intervals in the longitudinal direction of the steel pipe (1), The number of arrangement stages, that is, how many pillar acupressure shear strips 3 are arranged is determined according to the magnitude of the load acting on the pillar acupressure shear strip 3. In addition, in the installation of the pillar shiatsu shear belt 3, it may be arranged in the form of an intermittent band as described above, it may be arranged in the form of a continuous spiral shape wound around the steel pipe (1).

Since the pillar acupressure shear strip 3 protrudes from the junction to the outer surface of the column at a predetermined height, when the foundation, the lowest floor, the middle floor, and the bottom structure of the concrete are joined to the outer surface of the column, the surface of the steel pipe and the concrete are joined. Alternatively, the grout functions to effectively prevent shear sliding in the longitudinal direction of the pillar. Therefore, smooth transfer of force is achieved between the base pillar 100 and the foundation, the lowest floor plate or the middle floor structure.

The protruding height of the pillar shiatsu shear strip 3 is preferably about 30 mm or less so as to satisfy both workability and structural performance, and the width of the pillar shiatsu shear strip 3, that is, in the longitudinal direction of the steel pipe 1. The width is also preferably about 30 mm or less.

On the other hand, if the whole of the pillar portion is made of a steel pipe (1) as described above or if the steel pipe (1) is present in a portion of the pillar portion as will be described later, the filling concrete (2) is filled inside the steel pipe (1), In order to integrate between the filled concrete (2) and the inner surface of the steel pipe (1), the inner surface of the steel pipe (1) can be provided integrally with the inner surface protruding pressure shear band (4) protruding. The inner surface protruding acupressure shear strip 4 is embedded in the filled concrete 2, so that the inner surface of the steel pipe 1 and the filled concrete 2 are firmly sheared and integrated with each other. The shape, arrangement, etc. of the inner surface protruding acupressure shear strip 4 may be equally applicable to the pillar acupressure shear strip 3 installed on the outer surface of the steel pipe 1.

For reference, the reference number 29, the building construction, represents the coated concrete 29 is constructed to cover the outer surface of the first pillar 100, the concrete sphere 7 forming a pier in Figure 2a is shown only the outline for convenience, In FIG. 2A and FIG. 2B, the filling concrete 2 filled in the inside of the steel pipe 1 is omitted for convenience in order to show the shape of the inner surface protruding shim band 4.

FIG. 3 is a schematic perspective view of the line pillar 100 according to the second embodiment of the present invention. In FIG. 4, the base 8 and the base pillar 100 according to the second embodiment are shown. It is sectional drawing of the state in which the lowest layer bottom board 9a is joined. 3 and 4, the base pillar 100 according to the second embodiment, the pillar portion is made of a hollow concrete pillar, the base portion, the bottom floor plate, and the joint portion connecting the intermediate floor structure, respectively, and At the lower end of the pillar portion embedded in the concrete sphere 7 of the pier portion, a steel pipe having the pillar shiatsu shear band 3 is integrally provided on the outer surface of the hollow concrete pillar to cover the hollow concrete pillar, and the pillar connected to the pier portion. In the lower part of the part, as in the first embodiment of FIG. 1, the rebar network 6 is connected to the steel pipe. The other configuration and features of the first pillar of the second embodiment 100 is the same as the first pillar of the first embodiment described above, so only the same member numbers are described and repeated description thereof will be omitted.

FIG. 5 is a schematic perspective view of the line pillar 100 according to the third embodiment of the present invention. The line pillar 100 according to the third embodiment shown in FIG. 5 is the first embodiment. It has a configuration in which the steel pipe (1) to reinforce the pier part by extending the lower end of the steel pipe (1) without the reinforcing bar network 6 at the pier part, deeply in the concrete sphere (7) forming a pier part . Since the other configuration and features of the line pillar 100 of the third embodiment is the same as the line pillar 100 of the first embodiment described above, only the same member number is described, and a repeated description thereof will be omitted.

6A to 6F are horizontal cross-sectional views of the line pillar 100 according to the present invention, that is, a schematic cross-sectional view along the line A-A of FIG. 1. 6A and 6F exemplarily show a state in which the pillar shiatsu shear band 3 protrudes on the outer surface of the steel pipe 1 and a state in which the inner protruded shiatsu shear band 4 protrudes on the inner surface of the steel pipe 1. Is showing. 6A and 6F, the cross-sectional shape of the steel pipe 1 is also exemplarily shown. In the linear foundation column 100 of the present invention, the cross-section of the steel pipe 1 is limited to the same circular shape as in the first embodiment. It may have a variety of shapes such as oval.

Specifically, as shown in FIGS. 6B and 6C, the steel pipe 1 may have a polygonal cross section in a closed form. Also, as shown in FIG. 6D, a plurality of bent members may be combined to form a steel pipe 1 having a closed cross section. Further, as shown in FIGS. 6E and 6F, the base pillar may be configured with a vertical beam using an I-beam or a combined beam of steel instead of the steel pipe 1. In FIG. 6A to FIG. 6D, the filled concrete 2 filled in the closed section of the steel pipe 1 is omitted for convenience, and the concrete covering the outer surface of the vertical beam is also omitted for convenience in FIGS. 6E and 6F.

Looking at the method of constructing the line foundation column 100 of the present invention as described above, first, as described above, the steel pipe (1) by factory welding a variety of acupressure shearing band provided in the line pillar column 100 to be installed in the ground Prepare by attaching to. Particularly, in the case of the line pillar 100 according to the first embodiment, the reinforcing bar network 6 is integrally coupled to the steel pipe 1, and in the case of the line pillar 100 according to the second embodiment, A hollow concrete column is manufactured in a form in which the steel pipe 1 having the shiatsu shear band is integrally coated on the outer surface thereof.

After drilling the drilling hole 20 to the required depth in the ground with a drilling equipment before underground excavation, the pillars manufactured as described above and brought into the site are disposed in the drilling holes 20. In the case of the linear foundation column 100 made of the steel pipe 1 as in the first embodiment and the third embodiment, if the steel pipe 1 is long, the steel pipe is divided into two or three sections for transport and brought into the site. After connecting the divided steel pipe to one member by spot welding, in the first embodiment, the previously produced peer reinforcing bar 6 is integrally connected to the lower part of the steel pipe 1 to form the inside of the drilled hole 20. Insert it.

In the state where the steel pipe 1 or the hollow concrete column is disposed in the drilling hole 20 and its position is fixed, the tremi tube is inserted into the hollow of the column to pour concrete, so that the lower end of the steel pipe 1 and the reinforcing bar network 6 ) Forms a concrete sphere (7) to be embedded, and also fill the filled concrete (2) inside the steel pipe (1). After the predetermined concrete strength is developed, the space between the perforated hole 20 and the outer surface of the steel pipe 1 is filled with gravel, sand, soil, or grouting around the steel pipe 1.

In the line foundation column 100 installed as described above, the peer portion for transmitting the axial force applied through the pillar to the ground is constructed in advance in the perforated hole in the ground together with the pillar portion before the trench for the underground construction is performed. Peer reinforcement nets 6 are connected to the lower end of the pillar portion embedded in the negative concrete sphere 7, and the pillar shiatsu shear band 3 protruding from the lower end of the pillar portion is embedded in the concrete sphere 7. Since the load applied to the steel pipe among the axial force applied is properly transmitted to the concrete sphere 7 of the pier part, the construction of additional equipment and welding in the field for connecting the steel pipe 1 and the concrete sphere 7 is unnecessary. .

In particular, in building construction, the foundation part 8 and the lowest floor plate 9a, which transmit the axial force of the pillars to the ground, are constructed after the ground is excavated to the lowest floor, as shown in FIG. 2A, the outer surface of the steel pipe 1. The pillar shiatsu shear strip 3 protruding into the buried concrete is embedded in the concrete of the foundation portion 8, and the load that the steel pipe 1 bears among the axial forces applied to the base pillar 100 through this is the lowest floor plate ( 9a) and the foundation (8), which is very advantageous for load distribution, and additional equipment and field welding for joining the lowest floor plate (9a) and the foundation (8) and the column foundation (100) There is no need.

The above configuration of the present invention is not limited to the line foundation pillars, all of which can be applied to the structure of the type of joining concrete, such as the intermediate floor structure to the column containing all or part of the steel pipe. In other words, when concrete is integrally joined together in a column having a steel pipe to a part or all of the columns, such as an intermediate floor structure, the chiropractic shear strips 3 of one or more columns are arranged as described above on the outer surface of the steel pipe. When the concrete is attached to the outer surface of the steel pipe in the state, the pillar shiatsu shear belt (3) is embedded in the concrete will be a solid shear bond between the concrete and the steel pipe, that is, between the concrete and the pillar.

The intermediate floor structure 9b constituting the basement floor of the building is constructed in the form of being bonded to the pillar part after the ground is excavated in each step, and the load applied to the intermediate floor structure 9b is transmitted to the ship foundation pillar 100. When the intermediate layer bottom structure 9b is a reinforced concrete floor structure type, the column shiatsu shear band 3 installed on the outer surface of the steel pipe 1 at the joint is an intermediate layer bottom structure. Since the buried in the concrete of (9b) is made a solid shear connection, there is no need for additional equipment and site welding, such as to connect the first base pillar 100 and the intermediate floor structure (9b) with each other.

On the other hand, when the intermediate floor structure (9b) is a synthetic floor structure type that is constructed of prefabricated beams such as steel beams, composite beams, PC beams, construction errors must be considered. In the construction of the column pillar 100, it is most preferable to install the column pillar 100 in the drilling hole 20 if the vertical column is maintained exactly in accordance with the design, but the construction process of the pillar column 100 and In the process of excavation of the ground around the pillar column 100, there is a change in the vertical degree of the pillar column 100. That is, in many cases, the base pillar 100 is constructed with an error without having a vertical degree originally designed. As described above, when the column pillar 100 has a construction error, in joining a prefabricated beam to the column pillar 100 to build an intermediate floor structure, the length of the fabricated beam is reduced or increased in the field. Discomfort arises that must be performed.

In the process of excavating the surrounding ground of the pillar, the construction errors such as the position, inclination, and rotation of the pillar can be checked. However, since the pillar is already subjected to compressive forces and bending moments, Construction errors cannot be corrected during ground excavation. Therefore, in order to join the prefabricated beam to the column foundation column, in order not to perform the troublesome work of reducing or increasing the length of the beam in the field in accordance with the construction error of the column foundation, the intermediate floor structure 9b using the beam. In the process of installation, the construction errors of such foundation pillars should be reasonably resolved. This problem is not limited to linear foundation pillars, but generally occurs when a beam constituting an intermediate layer floor structure is joined to a column having a steel pipe provided in part or all of the pillars. In order to solve the construction error of the column, the present invention has newly proposed a "grout-jacket joint structure" using a support device and grout.

In the following, as an example of the joining structure of the beam constituting the pillar and the intermediate layer floor structure, which is provided with a part or all of the pillar, will be described by illustrating the above-described base pillar.

FIG. 7A is a schematic perspective view showing a state in which a beam 15 made of a steel beam, which is one component of an intermediate layer floor structure, is coupled to the line pillar 100 by a grout-jacket bonding structure according to the present invention. . FIG. 7B is a schematic perspective view showing a state where the base pillar 100 and the support device 300 are omitted in FIG. 7A. FIG. 7C is a schematic cross sectional view showing a grout-jacket joint structure according to the present invention, and a schematic cross sectional view along line B-B of FIG. 7A is shown. 8A and 8B show a schematic coupling perspective view and an exploded perspective view of the support device 300, respectively.

As described above with reference to FIGS. 1 to 5, after the foundation column 100 is installed in the boring hole 20 in the ground, the ground is sequentially excavated to expose the junction of the pillar column 100, and then, the junction part is exposed. Intermediate floor structure is installed. At this time, in the case of installing the intermediate floor structure using a prefabricated beam, in order to reasonably solve the construction error of the foundation column 100, prior to the installation of the intermediate layer floor structure to the junction of the foundation column 100 The grout-jacket bonding structure using the supporting device 300 as shown in FIGS. 7A to 8B is applied.

As illustrated in FIGS. 7A to 7C, in the grout-jacket joint structure according to the present invention, the supporting device 300 is installed in the base column 100 as an example of a column in which steel pipes are provided in some or all of the columns. In addition, the plurality of sleeves 201 made of a sheet material are arranged to surround the line pillars 100 at intervals with the outer surface of the line pillars 100 while the lower ends thereof are supported by the support device 300. The sleeve 201 is integrally coupled to each other at its side, and the outer surface of the sleeve 201 is integrally coupled to the beam 15 constituting the intermediate layer bottom structure, between the sleeve 201 and the first pillar 100 The grouting material 216 is filled in the interval of, so that the line base pillar 100 and the beam 15 are integrally bonded. In FIG. 7C, reference numeral 17 is a concrete floor slab 17 supported by a beam 15 and forming an intermediate floor structure.

First, the supporting device 300 will be described with reference to FIGS. 8A and 8B. As shown in Figure 8a and 8b, the support device 300 is a fixed acupressure shear band 301 is integrally attached to the outer surface of the steel pipe (1) of the line base pillar 100, and the fixed acupressure shear band 301 It is supported by the lower end and consists of a plurality of support units that are assembled to surround the outer surface of the steel pipe (1) of the base column pillar (100).

Specifically, the fixed acupressure shear strip 301 is made of a band-like member of the steel is integrally attached to the outer surface of the steel pipe (1) of the base column 100 by welding or the like. The support unit is adjacent to the contact sleeve 302 in direct contact with the surface of the steel pipe (1) of the base column 100, the vertical reinforcing member 303 is coupled to the outer surface of the contact sleeve 302, Vertical support plate 304 to be coupled to the support unit, and the horizontal support flange is attached to the bottom surface is supported by the vertical reinforcing material 303 or the vertical coupling plate 304 at the upper end of the contact sleeve 302 305 is configured. A plurality of support units having such a configuration is assembled to surround the outer surface of the steel pipe 1 of the first pillar 100, the lower end of the contact sleeve 302 of each support unit of the fixed acupressure shear band 301 The contact sleeve 302 is in close contact with the outer surface of the steel pipe 1 in a state supported over the thickness portion, and the plurality of support units are bolted or welded to each other by vertical coupling plates 304 of neighboring support units, thereby providing a plurality of support units. Assembled in a state wrapped around the outer surface of 1) the support device 300 is installed on the outer surface of the steel pipe (1). For convenience, in assembling neighboring support units in the horizontal direction in FIGS. 8A and 8B, the through hole formed in the vertical coupling plate 304 is illustrated, but the illustration of the bolt member fastened through the through hole is omitted.

As described above, in the state in which the supporting device 300 is installed and fixed on the outer surface of the steel pipe 1, as shown in FIGS. 7A to 7C, a plurality of sleeves 201 made of a plate is attached to the supporting device 300. It is arranged to surround the line pillar 100 with a gap with the outer surface of the line pillar 100 while the lower end is supported. The sleeve 201 has an inner surface facing the outer surface of the steel pipe 1 of the linear foundation 100, but is spaced apart from the outer surface of the steel pipe 1, a plurality of sleeves 201 neighbor in the horizontal direction By using welding or bolts, or bonding plates to each other are integrally coupled to each other. In this way, the plurality of sleeves 201 are coupled in the horizontal direction, thereby wrapping the periphery of the line base pillar 100. In the embodiment illustrated in FIGS. 7A and 7B, the linear pillar 100 is formed in a cylindrical shape, and four sleeves 201 bent in a curved shape in accordance with the circumferential curvature of the cylinder are coupled to the linear pillar 100. ) Is wrapped around.

The outer surface of the sleeve 201 is integrally coupled to the beam 15 forming the intermediate layer bottom structure. If necessary, a diaphragm 202 made of a horizontal plate may be further provided between the beam 15 and the sleeve 201. As illustrated in FIGS. 7A-7C, one side of a diaphragm 202 consisting of a horizontal plate member is integrally attached to the upper outer surface of the sleeve 201 and the other side of the diaphragm 202 is a beam 15. The upper flange of the cover may be coupled to the beam 15 by welding or the like. Of course, if necessary, an additional diaphragm 202 may be further provided in such a manner as to cover the lower flange of the beam 15. As the plurality of sleeves 201 are coupled side by side in the horizontal direction, the diaphragm 202 is also provided in a divided form in accordance with the number of sleeves 201 to weld with the diaphragm 202 neighboring in the horizontal direction. It is integrally coupled by a method such as joining plate attachment or bolting.

On the other hand, the sleeve acupressure shearing band 212 is integrally provided on the inner surface of the sleeve 201. The sleeve shiatsu shear band 212 is a strip-shaped member protruding from the inner surface of the sleeve 201, similarly to the pillar shiatsu shear band 3 installed on the steel pipe 1 of the line pillar 100 described above. When the grout material 216, such as non-contraction mortar or non-concrete concrete, is filled in the gap between the inner surface of the sleeve 201 and the outer surface of the steel pipe 1, the sleeve Acupressure shear band 212 is the grout material 216. Buried in, to ensure a firm shear connection between the sleeve 201 and the grout material 216. That is, in a state where the sleeve 201 is assembled to surround the steel pipe 1 of the linear foundation 100, the gap between the sleeve 201 and the outer surface of the steel pipe 1 is such as non-condensed mortar or non-condensed concrete. The grout material 216 is poured and filled. Accordingly, the sleeve shiatsu shear band 212 protruding from the inner surface of the sleeve 201 and the pillar shiatsu shear band 3 provided on the steel pipe 1 of the line pillar 100 are embedded in the grout material 216. . Therefore, between the base pillar 100 and the grout material 216 is a rigid shear coupling is made by the column acupressure shear band (3) installed in the steel pipe (1) of the base pillar 100, sleeve 201 ) And the grout material 216 is a rigid shear bond by the sleeve shiatsu shear band 212. Since the beam 15 constituting the intermediate layer bottom structure is integrally coupled to the outer surface of the sleeve 201, the load applied to the intermediate layer bottom structure is transmitted to the sleeve 201 through the beam 15, and the sleeve acupressure shear band ( 212) is transmitted to the grout material 216 and the column shiatsu shear band (3) is to be transmitted to the ground through the steel pipe (1) and the line base pillar (100). In particular, since the grout material 216 is poured in a state where a plurality of sleeves 201 are disposed to surround the line foundation 100, the grout material 216 is integrally coupled to the plurality of sleeves 201. As a result of constrained by the hoop behavior, the compressive strength is increased, and accordingly, the pressure strength of the grout material acting on the shiatsu shear band is significantly increased. Thus, a more firm shear bond is achieved.

As such, in the grout-jacket joint structure of the present invention, the sleeve 201 is coupled to the end of the beam 15 constituting the intermediate layer bottom structure, and the sleeve 201 is spaced around the outer surface of the base column 100 at intervals. The grout material 216 is filled between the sleeve 201 and the base pillar 100, and the shear bond is firmly and integrally formed between the members by the pressure shear band. Therefore, even if a construction error exists in the base pillar 100, such a construction error is accommodated by the gap between the sleeve 201 and the base pillar 100. For example, even if the linear base pillar 100 is inclined to either side of the designed vertical state, a gap exists between the sleeve 201 and the linear base pillar 100, so that the construction error of the linear base pillar 100 Will only result in a change in the spacing between the sleeve 201 and the post-base 100, and will have no effect on the position at which the ends of the beams 15 will be engaged. Therefore, in the grout-jacket joint structure of the present invention as described above, without changing the length of the beam 15 pre-fabricated for the intermediate layer floor structure in the field, the beam of the intermediate layer floor structure irrespective of the construction error of the first pillar 100 15 can be integrated with the line base pillar (100). Therefore, the trouble of the hassle and air delay, and additional cost or increase the risk of work due to the on-site adjustment of the length of the beam 15 is exerted.

In the present invention, when the beam 15 is coupled to the outer surface of the sleeve 201, the sleeve 201 may be coupled to the end of the beam 15 in advance, but the beam 15 is provided with the sleeve 201. May be combined with the sleeve 201. At this time, the support device 300 may be utilized as a temporary holder of the beam 15. That is, by lifting the heavy chain beam 15 can be temporarily supported on the upper surface of the horizontal support flange 305 of the support device (300). One end of the beam 15, which extends over the horizontal support flange 305, is coupled to the sleeve 201 in exactly the position required by the design drawing. After the installation of the beam 15, the floor slab 17 is constructed by concrete pouring to form the intermediate floor structure.

After the intermediate layer structure is formed, the ground is excavated again, and then the intermediate layer structure of the lower layer is constructed. At this time, the supporting unit of the support device 300 used when constructing the intermediate layer structure of the upper layer is recycled. . That is, the support unit of the support device 300 is dismantled and installed again on the outer surface of the base column 100 at the junction position for the construction of the intermediate structure floor structure in the lower layer.

9A to 9F show schematic cross-sectional views showing the arrangement of the sleeves 201 and the beams 15, ie, schematic cross-sectional views along the line CC of FIG. 7C, respectively, in the grout-jacket joint structure of the present invention. It is. 9A to 9F, the illustration of the base column 100 and the grout material 216 is omitted for convenience. In FIG. 9A through FIG. 9C, the reference numeral 202 and the dotted line indicate the outer edge line of the diaphragm 202, the reference numeral 150, and the dotted line indicate the web of the beam 15. 9D to 9F, the diaphragm 202 is not illustrated.

If the cross section of the column pillar 100 is circular, as shown in FIG. 9A, the sleeve 201 may be arranged to surround the circle, but as shown in FIG. 9B according to the cross-sectional shape of the line pillar 100. The sleeve 201 may wrap the line pillar 100 in a rectangular arrangement, or the sleeve 201 may wrap the line pillar 100 in a polygonal cross-sectional shape as shown in FIG. 9C.

Also, as shown in FIG. 9A, four sleeves 201 may wrap the sun pillar 100, but as shown in FIG. 9D, only the two sleeves 201 enclose the sun pillar 100 or FIG. 9E. As shown in FIG. 3, only the three sleeves 201 may wrap the base pillar 100. The beams 15 may also be connected to every sleeve 201, respectively, but may also be coupled only to some sleeves 201 as shown in FIG. 9F.

10A to 10C also show schematic plan cross-sectional views of the grout-jacket joint structure of the present invention corresponding to Fig. 9A, in particular showing an example of the coupling between the sleeves 201, in particular Fig. 10C. Shows an example of the coupling of the sleeve 201 and the beam 15. In the present invention, the sleeves 201 may be integrally coupled to each other by welding. Alternatively, the sleeves 201 may be integrated with each other by the manner shown in FIGS. 10A to 10C. In detail, in FIG. 10A, a plurality of sleeves 201 are coupled to each other in a horizontal direction. Each coupling plate 2011 is formed at both ends of a horizontal direction of the sleeve 201, and the coupling plates are disposed between adjacent sleeves 201. (2011) shows an example of bolting joining the bolts facing each other. In FIG. 10A the bolt is simply shown in the form of a simple through line. On the contrary, in FIG. 10C, a plurality of sleeves 201 are installed in such a manner that a back plate 2012 is installed on an outer surface of a neighboring sleeve 201 and the respective sleeves 201 are coupled to the back plate 2012 using bolts. An example of coupling the two to each other in the horizontal direction is shown. In FIG. 10C, the bolt is simply illustrated in the form of a simple through line. 10B illustrates an example of a coupling method between the sleeve 201 and the beam 15. The coupling plates 2011 respectively provided at both horizontal ends of the sleeve 201 are attached to the web 150 of the beam 15. Disclosed is a configuration in which each bolt is engaged. In FIG. 10B, the bolt is simply illustrated in the form of a simple through line. In FIGS. 10A-10C, the web 150 of the beam 15 is shown in dashed lines. Other details of FIGS. 10A to 10C are the same as those described above with reference to FIGS. 9A to 9F.

On the other hand, when the diaphragm 202 is coupled to the sleeve 201, a plurality of diaphragms 202 are also coupled to each other in the horizontal direction, just as the sleeves 201 are coupled to each other in the horizontal direction. The diaphragms 202 may be coupled to each other by welding in the horizontal direction, but may also be coupled to each other by a method other than welding, as shown in FIGS. 11A and 11B. 11A and 11B are schematic plan cross-sectional views of the grout-jacket joint structure of the present invention corresponding to FIG. 9A described above. The diaphragm 202 is shown in solid lines to show the coupling structure of the diaphragm 202. It was.

First, in the example illustrated in FIG. 11A, the diaphragm 202 is continuously arranged with an overlay connecting plate 2021 to bolt or weld each diaphragm 202 to an overlay connecting plate 2021. In FIG. 11A, only the through-hole through which the bolt can penetrate is shown without the bolt for convenience. As shown in FIG. 11A, the diaphragm 202 may be coupled to each other by arranging the backing connecting plate 2021 to span the adjacent diaphragm 202, but as shown in FIG. 11B, the diaphragm 202 may be beamed. It may also be combined with the flange of 15). That is, as shown in FIG. 11B, a hole (for example, a long hole) is formed in the flange of the beam 15, and a through hole is also formed in the diaphragm 202 installed to cover the flange in a corresponding position. The diaphragm 202 is coupled to the beam 15 by inserting and fastening a bolt to penetrate both the hole formed in the flange of the flange and the through hole of the diaphragm 202, and eventually the diaphragm 202 is coupled to each other. . Other details of FIGS. 11A and 11B are the same as those described above with reference to FIGS. 9A to 9F.

In the present invention, a method of integrating the beam 15 and the sleeve 201 may be performed by welding the end of the beam 15 in contact with the outer surface of the sleeve 201, but the following FIGS. 12A and 12B may be used. You may use the method shown in FIG. 12A and 12B are schematic side cross-sectional views of the end portion of the beam 15 and the portion where the sleeve 201 is joined. In the example of the bonding method shown in FIG. 12A, the joining plate 154 at the end of the beam 15 is shown. ) Is attached in advance, and the bolt is passed through the bonding plate 154 and the sleeve 201 and fixed while the bonding plate 154 is in contact with the surface of the sleeve 201. In this case, when the diaphragm 202 is installed below the sleeve 201, the diaphragm 202 may be bolted to the flange of the beam 15 as described above with reference to FIG. 11B. The bolt for bolting between the diaphragm 202 and the flange of the beam 15 is shown simply in the form of a simple through line in FIG. 12A.

Alternatively, as shown in FIG. 12B, the vertical connecting plate 2113 is attached to the outer surface of the sleeve 201 by welding in advance, and the web of the vertical connecting plate 2113 and the beam 15 is bolted or welded to. It is also possible to use a combination method. Also in this case, the diaphragm 202 may be bolted to the flange of the beam 15 in parallel. In FIG. 12B, the bolt for bolting between the diaphragm 202 and the flange of the beam 15 is simply shown in the form of a simple through line.

In the above description, but described the grout-jacket bonding structure of the present invention by exemplifying the steel beam of the H-shaped cross-section as the beam 15, it can be equally applied to concrete-filled composite beam or PC beam. That is, in the present specification, the "beam 15" should be interpreted to include all types of beams, such as concrete-filled composite beams and PC beams, in addition to steel beams.

In addition, the base line pillar and grout-jacket junction structure according to the present invention can be utilized not only for underground plowing but also ground construction. For example, a structure having a shiatsu shear band on the surface of a column may be utilized when a reinforced concrete bottom plate is bonded to a ground column, and the outer surface of the column and a sleeve for joining a steel beam and a column of a composite floor structure. It can be applied by narrowing the space between the inner surfaces, and can be used even if there is no bracket that protrudes greatly on the column for bonding with the PC beam.

100: Zen Foundation Column
201: sleeve
300: support device

Claims (1)

It is disposed in the perforated hole 20 formed in the ground and is fixed to the ground which will not be excavated in the vertical direction, and the ground part to be excavated as a part of the building, which is exposed after the ground excavation and exposed to the foundation of the building. As a pillar composed of a pre-base pillar (100) consisting of a column portion connected to the bottom and bottom floor plate, and the intermediate floor structure,
The pillar part of the base column 100, the filling concrete (2) is filled in the interior of the steel pipe (1), the inner surface of the steel pipe (1) is provided with an internal projecting shiatsu shear belt (4) protruding the filling concrete (2) the inner protruding acupressure shear strip 4 is embedded so that the steel pipe 1 and the filling concrete 2 are shear bonded;
In the pillar portion of the base pillar 100, the base portion, the lowest layer bottom plate, or the intermediate layer bottom structure is joined to each of the joint positions where the base layer, the lowest layer bottom plate, or the middle layer floor structure are joined, respectively, One or more pillar shiatsu shear belts 3 embedded in concrete to be sheared when joined are integrally provided to protrude to the outer surface of the steel pipe 1 at intervals in the vertical direction of the pillar portion. ;
The steel pipe 1 has a circular, elliptical or polygonal cross-sectional shape;
The pier part of the base pillar (100) is made of a concrete sphere (7) is filled with concrete is formed in the drilling hole 20 so that the lower end of the steel pipe (1) of the pillar portion is embedded;
The pillar shiatsu shear strip 3 is provided on the outer surface of the lower end of the steel pipe 1 of the pillar portion embedded in the concrete sphere 7 so that the pillar shiatsu shear band 3 is provided on the concrete sphere 7. A pillar characterized in that it is embedded.

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