Precast Temporary Facility Structure and a Construction Method for the Same

Abstract

The present invention relates to a precast temporary facility structure composed of segment members which is manufactured in a predetermined shape in advance at a factory and disposed close to the inner side of a temporary facility wall by fixing means and filled with concrete, and connectors integrally connected to the ends of the segment structures by coupling means to connect the segment members. Accordingly, it is possible to achieve sufficient support force for a long span temporary facility wall having a large entire length and reduce time for curing concrete by the precast, such that it is possible to reduce the construction period.

Description

TECHNICAL FIELD

The present invention relates to a precast temporary facility structure and a construction method thereof, and more particularly, to a precast temporary facility structure that is manufactured in separate segments made of concrete in advance in a factory and makes it possible to increase axial force of a long span temporary facility structure by pre-stressing after being assembled, and a method of constructing the precast temporary structure.

BACKGROUND ART

In general, an excavation technique for conventional subway construction or a basement of a building includes digging holes to a predetermined design depth according to a blueprint, and installing vertical piles in the holes. After completion of installation of the vertical piles, partial excavation is performed, and then, main beams and deck plates are installed.

After installation of the deck plates, construction is continued by repeating excavation and installation of support beams after the excavation.

Therefore, in order to build such a temporary facility structure, earth pressures and load applied to the support beams are repeatedly calculated in each excavation step, and the support beams are installed to endure the maximum value of load. As design and construction are performed in the above-mentioned manner, a number of support beams are required, and thus, the support beams are densely disposed at an interval within 2 to 3 m.

The densely disposed support beams become very inconvenient obstructions disturbing conveyance of construction materials, entry of heavy equipment and construction work in a construction site, and cause enormous problems to mold or iron rod works when the main structure is installed. Moreover, since generation of a plurality of holes in the main structure cannot be prevented, serious problems in waterproofing may occur in the completed underground structure.

While various construction techniques such as a temporary facility construction technique using steel H-beam piles as vertical piles, a concrete pile technique of pouring concrete into holes after boring, a technique of simultaneously using steel piles and concrete piles, and a technique using sheet piles are used, there is no large difference in a basic construction method of digging holes in the ground and forming walls using piles to support the ground load. In addition, a technique using preflex beams as the vertical piles and a technique of attaching H-piles to sheet piles to increase stiffness are also used.

Further, a technique for supporting steel piles using earth anchors other than the support beams is provided as one of the temporary facility construction techniques for building underground structures. This technique includes digging slanted holes in the ground beyond piles, inserting steel wires and steel rods, settling ends of the inserted steel wires or steel rods using a mechanical method or a chemical method using epoxy, cement grouting, etc., and tensing the steel wires or steel rods to fix steel piles. Such a temporary facility constructed by the above-mentioned technique has advantages of providing an adequate inner space, improving construction difficulty, and so on. However, serious disadvantages of this technique are high possibilities of encroachment into adjacent private lands and civil complaints resulting therefrom in most cases when this technique is used in a complex city environment, and high construction cost.

Korean Utility Model Registration No. 20-258949 discloses a method of removing support beams passing through a middle part of an excavation cross-section of a temporary facility using a truss. This method, which is meant to be applied to a relatively shallow structure, includes forming a dual lattice structure adjacent to the ground surface using H-beams, and reinforcing the structure using vertical members and slanted members to support an earth pressure using a two-layer truss installed thereon. This method is devised to overcome difficulties in excavation and construction of the main structure generated due to the support beams of the temporary facility for ground supporting, and is advantageous when a wide structure is installed at a lower part of the excavated ground and a narrow structure is installed at an upper part thereof.

Korean Patent Registration No. 10-188465, Korean Utility Model Registration No. 20-247053 and Japanese Patent Registration No. 837994 disclose methods of reinforcing a wale using pre-stressing. In these methods related to a technique of installing an additional wale on a pre-installed wale and tensing steel wires to widen an interval between the support beams, one shows the case in which one additional wale is provided, and the other shows a method of reinforcing a flange of a conventional H-beam. While these methods are expected to provide some effects in enlarging the interval of the support beams, since steel wires are straightly disposed, a certain size of sub-moment occurs, unlike moment distribution of a curved shape generated from the wale due to the earth pressure, to be distinguished from a moment caused by a load, and thus, the length of the reinforced wale is limited.

The conventional temporary facility structures and methods are applied to a short span in which the wale supporting a nailed-soil wall, a slurry wall, a wall of CIP, etc., has a short length, and employ H-beam steel to constitute the wale. However, since an axial force of the earth pressure is increased in the case of a relatively long span (for example, 100 m or more), it is difficult to use the H-beam steel. In order to overcome the problems, while a reinforcement member such as a duel wale is attached or a plurality of steel wires are disposed to perform pre-stressing, it is uneconomical and substantial durability against the earth pressure cannot be provided.

In order to solve the problems, while the conventional art provides a method of forming a mold, pouring concrete into the mold, and curing the concrete to fabricate concrete support beams in the field, and then, forming a structure for supporting walls of a temporary facility using concrete posts or beams, it requires time for pouring and curing the concrete in the field, which lengthens construction time.

In addition, in this case, the concrete support beams make a work space between the walls of the temporary facility structure narrow, make disassembly of the structure difficult, and make recycling the structure impossible, which are inappropriate for the temporary facility structure.

DISCLOSURE

Technical Problem

The preset invention has been made in an effort to provide a precast temporary facility structure having an improved structure that has sufficient support force for a long span temporary facility wall and making it possible to reduce the construction period, by manufacturing segment members from concrete in advance at a factory and connecting them to support the long span temporary facility wall, and a construction method thereof.

Technical Solution

An exemplary embodiment of the present invention provides a precast temporary facility structure, which comprises: a plurality of segment members made of concrete in advance in a predetermined shape and disposed close to a temporary facility wall; and connectors connecting the ends of the segment members with coupling means to integrate the segment members, in which a support structure supporting the temporary facility wall is formed by the segment members and the connectors.

The support structure is in a truss structure formed by the segment members.

The segment member has a hole therein.

The coupling means comprises finishing plates, wherein each of the finishing plates has a fastening holes around edge of the finishing plates and integrally coupled to the end of one of the segment members and to the end of one of the connectors; and iron rods disposed in the segment members and the connectors and connected to the finishing plates.

The connector has contact portions protruding outwards in order that the end of the segment member may be in close contact with the ends of both sides the connector or with the ends of diagonal sides of the connector.

The precast temporary facility structure further comprises at least one stiffener protruding outwards from the outer circumference of the segment member.

A reinforcing member is disposed inside or outside the segment member.

The segment member further comprises a tightening member passing through the inside of the segment member.

The segment member has a seating portion where the end of the tightening member is fixed, and the seating portion is a seating anchor connected to the inner side of the segment member.

The tightening member passes through the inside of the connector and the seating portion fixing the end of the tightening member is disposed therein.

Further, the connector has assembly holes through which the tightening member passes, and it is preferable that the assembly holes are formed at different heights such that the tightening members inserted in different direction do not interfere with each other.

The connector has a connection hole communicating with the outside, at the center of the connector.

Another exemplary embodiment of the present invention provides a construction method of a precast temporary facility structure, which comprises: closely contacting segment members made of concrete in a predetermined shape in advance at a factory to the inner side of a temporary facility wall; integrally connecting the segment members by using connectors, by connecting the ends of the segment members fixed to the temporary facility wall; fixing the segment members connected by the connectors to the inner side of the temporary facility wall.

The segment members are connected in a truss structure in the integrally connecting of the segment members by using the connectors.

The construction method of a precast temporary facility structure further comprises tightening the segment members with tightening members, after integrally connecting the segment members by using the connectors.

ADVANTAGEOUS EFFECTS

The present invention relates to a precast temporary facility structure having a structure improved to achieve satisfactory rigidity by manufacturing a support structure, which supports a long span temporary facility wall, from concrete in precast in advance at a factory, and a construction method thereof. Accordingly, it is possible to achieve sufficient support force for a long span temporary facility wall having a large entire length and reduce time for curing concrete using the precast, such that it is possible to reduce the construction period.

Further, it is possible to achieve sufficient support force against earth pressure transmitted from the temporary facility wall, when using tightening force of the tightening members after tightening the segment members with the tightening members.

DESCRIPTION OF DRAWINGS

FIG. 1 is a plan view illustrating the configuration of a precast temporary facility structure according to an exemplary embodiment of the present invention.

FIG. 2 is a view showing some of the segment members and connectors before being connected, according to an exemplary embodiment of the present invention.

FIG. 3 is a view illustrating the configuration before some of the segment members and the connectors are connected in a truss structure, according to an exemplary embodiment of the present invention.

FIG. 4 is a view showing when some of the segment members and connectors are connected, according to an exemplary embodiment of the present invention.

FIG. 5 is a view illustrating the configuration when support structures are continuously arranged, according to an exemplary embodiment of the present invention.

FIG. 6 is a view illustrating when the segment members and connectors that are connected tightening members are used, according to an exemplary embodiment of the present invention.

FIG. 7 is a plan view illustrating connection of the segment member and the connector according to an exemplary embodiment of the present invention.

FIG. 8 is a front view of FIG. 7.

FIGS. 9 and 10 are views illustrating another connection of the segment member and the connector according to an exemplary embodiment of the present invention, in which FIG. 9 is a plan view illustrating the connection structure of the segment member and the connector and FIG. 10 is a front view of FIG. 9.

FIGS. 11, 12, 13, 14, 15, and 16 are views schematically showing various shapes of cross section of the connector according to an exemplary embodiment of the present invention.

FIG. 17 is a perspective view of one of the connectors.

FIG. 18 is a front view of FIG. 17.

FIGS. 19, 20, 21, 22, 23, 24, 25, and 26 are cross-sectional views schematically showing various shapes of cross sections of the segment member according to an exemplary embodiment of the present invention.

FIGS. 27, 28, 29, and 30 are views showing the structure of shear keys disposed at the ends of the segment members and the connectors to prevent transverse shaking, according to an exemplary embodiment of the present invention, in which FIG. 27 is a front view showing when a plurality of locking protrusions is formed on the end of segment member, FIG. 28 is a side view of FIG. 27, FIG. 29 is a front view showing when one locking protrusion is formed on the end of the segment member, and FIG. 30 is a side view of FIG. 29.

FIGS. 31, 32, 33, and 34 are views showing connection structures between the segment members according to an exemplary embodiment of the present invention;

FIG. 35 is a perspective view showing a seating portion according to an exemplary embodiment of the present invention.

FIGS. 36, 37, 38, 39, 40, and 41 are views showing when fixing means according to an exemplary embodiment of the present invention are used, in which FIG. 36 is a plan view, FIGS. 37, 38, and 39 are side views, FIG. 40 is a plan view showing anchor-shaped nut holes and fixing bolts at one side of the segment member, and FIG. 41 is a front view of FIG. 40.

FIG. 42 is a side view schematically showing a combination structure of iron rods in the segment member and a finishing plate according to an exemplary embodiment of the present invention.

FIG. 43 is a flow chart illustrating a construction method of a precast temporary facility structure according to an exemplary embodiment of the present invention.

BEST MODE

Hereinafter, exemplary embodiments of the present invention will be described in detail with reference to the accompanying drawings.

Referring to FIGS. 1 to 42, a precast temporary facility structure according to an exemplary embodiment of the present invention is composed of segment members 100 manufactured in a predetermined structure at a factory, filled with concrete, and disposed close to the inner side of a temporary facility wall 20 by a fixing means, and a support structure 10 formed by connecting the segment members 100, with connectors 200 integrally in contact with the ends of the segment members 100 by a coupling means.

In more detail, the support structure 10 has a structure in which the connectors 200 are disposed between the segment members 100 made of concrete and they are integrally formed by the coupling means.

Further, it is preferable that the support structure 10 is in a truss structure for load distribution and stability.

The segment member 100 undergoes a precast process of filling it with concrete and curing the concrete in advance at a factory, regardless of the cross-sectional shape, which may be a circle, such as a bar, and a rectangle.

Further, the segment member 100 has a concrete structure known in the art in which iron rods 100A are disposed, and preferably, has a hole 102 there in to reduce its own weight.

A finishing plate 110 having a cross-sectional area larger than the cross section is integrally connected to the end of the segment member 100 in the precast process.

The finishing plate 110 is made of steel and integrally connected to the ends of the iron rods 100A in the segment member 100 by welding etc., and a plurality of fastening holes 112 for bolts 50 is formed through the edges protruding outwards from the segment member 100.

Meanwhile, the finishing plate 110 may have a cross-sectional area smaller than the cross-sectional area of the segment member 100, in which fastening grooves 108 communicating with the outside are formed on the outer circumference of the segment member 100 to insert the bolts 50 in the fastening hole 112.

The segment member 100 may comprise reinforcing members 150, such as steel members or steel pipes, at the outside or the inside, for reinforcement and buckling resistance, and other fillers, not concrete, may be used for the segment member 100.

The reinforcing member 150 may be made of steel or plastic, but is not limited thereto.

Further, a plurality of stiffeners 150A having a plate shape integrally protrude outwards around the outer circumference of the segment member 100 to prevent buckling.

The connector 200 has contact portions 205 protruding outwards to contact the ends of the segment members 100 and a finishing plate 210 having the same structure as the finishing plate 110 for the segment member 100 is fastened to the end of the contact portion 205.

Although the finishing plates 110, 210 disposed to connect between the segment member 100 and the connector 200 are fastened by the bolts 50 and nuts in this structure, they may be fastened by steel bars or pins known in the art, which are not shown in the figures.

The connector 200 may be made of the same concrete as the segment member 100, and has a hole 202 therein and at least two or more contact portions 205 are formed at various angles in accordance with the connection direction of the segment member 100.

Further, the fixing means for fixing the segment members 100 to the temporary facility wall 20, as shown in FIGS. 36, 37, 38, and 39, may be implemented by a method of integrating the segment member 100 with the temporary facility wall 20 by using groove-filling that pours concrete between one side the temporary facility wall 20 and one side of the adjacent segment member 100, or a method of seating and fixing the segment member 100 by using a steel structure 600 integrally connected to the temporary facility wall 20, such as a bracket.

The steel structure 600 is composed of a fixed plate 610 integrally formed with the temporary facility wall 20 and a support plate 620 perpendicularly extending from the fixed plate 610 to seat the segment member 100.

Further, the fixing plate 610 and the support plate 620 may be an H-beam or an angle, not the steel plate shown in the figure.

It is preferable that a plurality of shear keys 105 is formed in a convexo-concave shape on one side of the segment member 110 and fixing anchors 106 having ends connected to one side of the segment member 100 and the other end connected with the concrete C poured in the groove-filling, in order to increase bonding force with the concrete.

Alternately, it is possible to use a fixing method using the bracket-shaped steel structure 600 and a method using groove-filling of cast-in-site, in which a cast 630 is disposed between the segment member 100 seated on the support plate 620 of the steel structure 600 and the temporary facility wall 20 and the concrete C is poured in the cast 630 such that the temporary facility wall 20 and the segment member 100 are integrated with the concrete C.

On the other hand, as shown in FIGS. 40 and 41, the segment member 100 further has nut holes 104 formed in the side having shear keys 105 and fixing bolts 103 each having one end inserted in the nut hole 104 and the other end embedded in the concrete filled between the temporary facility wall and the segment member to function as an anchor, such that one end of the fixing bolt 103 is inserted in the nut hole 104 and the other protruding end is integrated with the concrete C to function as an anchor.

Another exemplary embodiment of the present invention comprises tightening member 300 applying pre-stressing to the segment members 100 and closely connecting the segment members 100, and seating portions 450 where both ends of the tightening member 300 are seated and fixed.

The segment member 100 has through-holes 120 therein through which the tightening members 300 pass.

The seating portion 450 may be disposed at the segment member 100 or the connector 200 and is preferably a seating anchor having a plurality of holes through which the tightening members 300 pass to be fixed therein, which is known in the art. Further, when the seating member 450 is disposed in the segment member 100, a seating groove 420 where the seating anchor is received is formed.

That is, the tightening members 300 are connected through the inside of the segment member 100 by the through-holes 120 formed in the segment member 100 and seated by fixing the ends of the tightening members 300 to the seating portions 450 at the ends of the connected segment members 100.

Preferably, the seating portion 450 is formed at the connector 200 positioned at the end of the segment member 100, and for this configuration, the connector 200 has an assembly hole 220 through which the tightening member 300 passes.

In this case, the seating portion 450 may be positioned inside or outside the connector 200. When it is positioned outside the connector, a groove or a connection hole 207 which communicates with the outside for assembly from the outside is formed such that a worker can seat the tightening member, using the seating anchor in the connection hole 207.

Further, the connection hole 207 also functions as a passage where the seating portion 450 for seating the tightening member 300 is disposed or that guides the tightening member 300 to another segment member 100 therethrough.

When the seating portion 450 is positioned outside the connector 200, the end of the tightening member 300 which protrudes outwards through the through-hole 120 is seated by the seating anchor. In this case, it is preferable to form a groove on the outer side of the connector 200 to seat the seating anchor.

More preferable, the assembly holes 220 are formed at different heights such that the tightening members 300 inserted perpendicularly or in different directions do not interfere with each other.

On the other hand, FIGS. 27, 28, 29, and 30 and FIGS. 31, 32, 33, and 34 are views showing connection structures of the segment members according to an exemplary embodiment of the present invention, in which convexo-concave locking protrusions 107 and locking grooves 109 are formed at the joint of the segment member 100 and the end of the connector 200 to function as a transverse shear key.

That is, one or a plurality of locking protrusions 107 protrudes outwards from one end of the segment member 100 and the locking grooves 109 are depressed inside the connector 200 to correspond to the locking protrusions 107.

Accordingly, one end of the segment member 100 is connected with one end of the connector 200 by the prominences and protrusions in order not to shake from side to side.

FIG. 43 is a flowchart illustrating a construction method of a precast temporary facility structure according to an exemplary embodiment of the present invention. The construction method comprises closely contacting the segment members 100 made of concrete in a predetermined shape in advance at a factory to the inner side of the temporary facility wall 20 (S1), integrally connecting the segment members 100 in a truss structure by connecting the ends of the segment members 100 fixed to the temporary facility wall 20 with the connectors 200 (S2), tightening the segment members 100 with the tightening members 300 (S3), and fixing the segment members 100 integrally connected to the tightening members 300 to the inner side of the temporary facility wall 20 by using fixing means (e.g. groove-filling) (S4).

In this method, the fixing means may be selected as the method fixing the segment members by using groove-filling or the steel structure 600, which is described above, in the fixing of the segment members 100 being in close contact to the temporary facility wall 20 (S4).

Further, in the tightening of the segment members 100 (S3), both ends of the tightening members 300 seated in the seating portions 450 are seated in the seating portions through the inside of the segment members 100, such that the segment members 100 are in close contact and connected as one structure.

Further, the connection process of the segment members 100 comprises a process of fastening and integrating the finishing plates 110, 120 for the segment members 100 and the connectors 200 with bolts, by using the coupling means therebetween.

The spirit of the present invention, as described above, is to support a long span temporary facility wall 20 by integrally connecting the segment members 100 made of concrete in advance by precast at a factory with the connectors 200 in a support structure 10.

Claims

1. A precast temporary facility structure, comprising:

a plurality of segment members made of concrete in advance in a predetermined shape and disposed close to a temporary facility wall; and

connectors connecting ends of the segment members with coupling means to integrate the segment members,

wherein a support structure supporting the temporary facility wall is formed by the segment members and the connectors.

2. The precast temporary facility structure according to claim 1, wherein the support structure is in a truss structure formed by the segment members.

3. The precast temporary facility structure according to claim 1, wherein the segment member has a hole therein.

4. The precast temporary facility structure according to claim 1, wherein the coupling means comprises:

finishing plates, wherein each of the finishing plates has fastening holes around an edge of the finishing plates and integrally coupled to the end of one of the segment members and to an end of one of the connectors; and

iron rods disposed in the segment members and the connectors and connected to the finishing plates.

5. The precast temporary facility structure according to claim 1, wherein the connector has contact portions protruding outwards in order that the end of the segment member may be in close contact with ends of both sides of the connector or with ends of diagonal sides of the connector.

6. The precast temporary facility structure according to claim 1, further comprising at least one stiffener protruding outwards from the outer circumference of the segment member.

7. The precast temporary facility structure according to claim 1, wherein a reinforcing member is disposed inside or outside the segment member.

8. The precast temporary facility structure according to claim 1, wherein the segment member further comprises a tightening member passing through an inside of the segment member.

9. The precast temporary facility structure according to claim 8, wherein the segment member has a seating portion where an end of the tightening member is fixed, and the seating portion is a seating anchor connected to an inner side of the segment member.

10. The precast temporary facility structure according to claim 8, wherein convexo-concave locking protrusions and locking grooves are formed on contact ends of the segment member and the connector, respectively.

11. The precast temporary facility structure according to claim 8, wherein a plurality of convexo-concave shear keys is formed on one side of the segment member.

12. The precast temporary facility structure according to claim 11, wherein the side where the shear keys are formed has nut holes formed inward and fixing bolts each having one end inserted in the nut hole and an opposite end embedded in concrete filled in between the segment member and the temporary facility wall to function as an anchor.

13. The precast temporary facility structure according to claim 8, wherein the tightening member passes through the inside of the connector and the seating portion fixing an end of the tightening member is disposed therein.

14. The precast temporary facility structure according to claim 13, wherein the connector has assembly holes through which the tightening member passes, and the assembly holes are formed at different heights such that the tightening members inserted in different directions do not interfere with each other.

15. The precast temporary facility structure according to claim 13, wherein the connector has a connection hole communicating with the outside, at the center of the connector.

16. A construction method of a precast temporary facility structure, comprising:

closely contacting segment members made of concrete in a predetermined shape in advance at a factory to the inner side of a temporary facility wall;

integrally connecting the segment members by using connectors, by connecting ends of the segment members fixed to the temporary facility wall; and

fixing the segment members connected by the connectors to an inner side of the temporary facility wall.

17. The construction method of a precast temporary facility structure according to claim 16, wherein the segment members are connected in a truss structure in the integrally connecting of the segment members by using the connectors.

18. The construction method of a precast temporary facility structure according to claim 16, further comprising tightening the segment members with tightening members, after integrally connecting the segment members by using the connectors.