KR101347113B1 - Incremental launching apparatus for constructing shearing pocket-type concrete slab of composite bridge - Google Patents

Abstract

Extrusion hypothesis device for construction of shear-pocket type upper slab of rigid composite bridge of the present invention is an extrusion hypothesis apparatus of shear-pocket type upper slab in a steel composite bridge having a steel box girder and an upper slab, arranged on a shear-pocket type extrusion slab manufacturing stand An extrusion jack for continuously extruding the upper slab segment on which the shear pocket opening is formed on the upper flange of the steel box girder; A fabrication flange disposed on top of the extrusion jack and arranged along the extrusion direction to guide extrusion of the upper slab segment; A sliding shoe installed on the upper flange to slide the upper slab along the upper flange surface of the steel box girder while extruding the upper slab; Lateral guide (Lateral guide) is fastened to the upper flange so that the transverse displacement of the upper slab does not occur; And a shear stud welded to an opening on the upper flange after completion of the extrusion of the upper slab, which serves as a shear connector when the upper slab segment and the upper flange are combined.

Description

Incremental launching apparatus for constructing shearing pocket-type concrete slab of composite bridge}

The present invention relates to an extrusion hypothesis of an upper slab, and more particularly, to an extrusion hypothesis device for constructing a shearing pocket-type upper slab of a composite bridge.

At present, the upper slab construction in Korea is mainly composed of installing a wooden bridge between a girder (steel box girder, plate girder, etc.), placing a temporary form on it, and placing reinforcing steel and pouring concrete. Since the cast-in-place concrete is heavily influenced by the climate and requires periods such as installation of bundling and formwork, the construction period is long, labor costs are increased due to the need of many manpower, and the quality is lacking due to the lack of skilled manpower. It has a problem of poor management.

Also, in the case of steel composite bridges, most of the construction of the upper slab is either temporary / permanent or mobile, or some precast slabs are used. Since the existing upper slab construction works on the steel box girder installed at the elevation angle, the worker frequently falls down to the lower part of the bridge, and high construction cost / construction period and quality deterioration problems are occurring.

Specifically, in the case of temporary / left-in-place form, cracking occurs at the contact surface with cast-in-place concrete, and slab thickness becomes excessive due to application of design rules for composite slab, and permanent formwork And cross-section bending stiffness is disadvantageous due to increased dead weight due to the workforce, there is a problem in safety, such as a fall accident due to work in high altitude.

In addition, in the case of a movable shuttering system, dead weight due to its own weight and temporary equipment is increased, and additional reinforcement of a steel frame is required to prevent torsional deformation due to eccentric loads, and a lower portion of the bridge for concrete injection There is a problem in durability, such as a space access path is required, and a number of holes are generated in the slab by the formwork supporting member.

In addition, in the case of precast slab segments, the size of the partition is limited due to transportation obstacles, and a number of construction joints require the installation of longitudinal tendons. There is a problem that increases.

As an alternative to these problems, there is a method of manufacturing and extruding an upper slab at the back of the precast deck or in the middle of the bridge or the bridge. At this time, the precast deck can produce high-quality spheres through long-term curing, shape stability, precise dimensions, and industrialized molding processes. However, since the size of the transportable segments is small, Since the upper slab is integrated with the longitudinal steel wire, special care must be taken to prevent corrosion of the steel wire.

 Particularly, in the upper slab extrusion method, an upper slab of a predetermined length is formed at the center of the alternating rear or span and continuously extruded on a girder of a bridge, and a shear connection material is installed to form a composite with the girder. Despite the many advantages of the extrusion method, the research is still in its early stages and needs to be improved.

1) Korean Registered Patent No. 10-432436 (Filing Date: July 28, 2000). Title of the Invention: "Quadrature Apparatus for Combining Extrusion for Launching a Bridge < RTI ID = 0.0 > 2) Korean Registered Patent No. 10-565360 (Filing Date: July 18, 2003). Title of the Invention: "Extrusion system for pushing upper girder in a bridge under a continuous extrusion method" 3) Korean Registered Patent No. 10-580819 (filed on July 20, 2005). Title of the Invention: "Continuous extrusion method of discontinuous bridges using joining" 4) Korean Published Patent No. 2005-110454 (published on November 23, 2005). Title of the invention: "Method of constructing bridge using box girder formwork system for IRM bridge" 5) Korean Registered Patent No. 10-734418 (Filing Date: October 27, 2006). Title of the Invention: "Continuous extrusion construction method of a bridge having an upper section and a wider section using an upper girder segment making a bridge using an extrusion wall" 6) Korean Registered Patent No. 10-869114 (Filing Date: April 11, 2007). Title of the invention: "Extrusion method of prismatic prestressed concrete bridges"

The technical problem to be solved by the present invention for solving the above-mentioned problems is that, when the shear pocket type upper slab of the composite bridge construction by the extrusion construction method, the upper slab can be extruded quickly and easily, the shear of the composite bridge It is to provide an extrusion construction apparatus for the construction of a pocket type top slab.

Another technical problem to be achieved by the present invention is to provide an extrusion hypothesis apparatus for the construction of a shear pocket type upper slab of a steel composite bridge, which can be easily applied to not only steel box girder bridge but also minority girder bridge.

As a means for achieving the above-described technical problem, the extrusion hypothesis device for the construction of shear-pocket type upper slab of the steel composite bridge according to the present invention, extrusion of the shear pocket-type upper slab in a steel composite bridge having a steel box girder and the upper slab A hypothesis apparatus, comprising: an extrusion jack disposed on a shearing pocket type extrusion slab and continuously extruding an upper slab segment on which a shearing pocket opening is formed on an upper flange of the steel box girder; A fabrication flange arranged on top of the extrusion jack and arranged along an extrusion direction to guide extrusion of the upper slab segment; A sliding shoe installed on the upper flange to slide the upper slab along the upper flange surface of the steel box girder while extruding the upper slab; A lateral guide fastened to the upper flange such that a transverse displacement of the upper slab does not occur; And a shear stud welded to an opening on the upper flange after the extrusion of the upper slab is completed to serve as a shear connector in synthesizing the upper slab segment and the upper flange.

Here, when the upper slab reaches the final position, the shear stud is welded to the upper flange of the pre-installed opening, and then filling the opening with a non-shrink mortar to synthesize the upper slab and the upper flange. .

Here, the sliding shoe is installed in the opening at regular intervals of 2 ~ 3m, it is characterized in that it remains in the completed composite structure.

Here, the lateral guide is characterized in that the temporary extrusion guide device (Removable lateral guide) is removed after the extrusion hypothesis of the upper slab is completed.

Here, the shear pocket type upper slab can be applied to the steel box girders or minority girders capable of extrusion hypothesis.

Here, the shear pocket type upper slab is characterized in that the site is cast or precast.

According to the present invention, when the shear pocket type upper slab of the composite bridge is constructed by the extrusion construction method, the upper slab can be quickly and easily extruded, thereby significantly shortening the construction period of the bridge.

According to the present invention, it is possible to easily apply not only to a steel box girder bridge but also to a minor main girder bridge.

BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a diagram illustrating a typical method of constructing an upper slab by extrusion.
Fig. 2 is a view showing a die installed behind the shift. Fig.
3 is a view showing an extrusion mechanism in an extrusion method in which an upper slab of a steel composite bridge is constructed.
4A and 4B are views illustrating upper slabs for steel composite bridges, respectively.
5 is a perspective view of an extrusion hypothesis device for constructing a shear pocket type upper slab of a steel composite bridge according to an embodiment of the present invention.
FIG. 6 is a view illustrating a sliding shoe in an extrusion construction apparatus for constructing a shear pocket type upper slab of a steel composite bridge according to an embodiment of the present invention.
7 is a view showing the arrangement of the shear pocket of the target bridge in the extrusion construction apparatus for constructing the shear-pocket type upper slab of the composite bridge according to the embodiment of the present invention.
8 is a view showing the reinforcement arrangement of the shear pocket type upper slab in the extrusion hypothesis device for constructing the shear pocket type upper slab of the composite bridge according to an embodiment of the present invention.
FIG. 9 is a view illustrating a site-poured shearing pocket type upper slab in an extrusion construction apparatus for constructing a shearing pocket type upper slab of a steel composite bridge according to an exemplary embodiment of the present invention.
FIG. 10 is a view illustrating a prepocketed shear pocket type upper slab in an extrusion construction apparatus for constructing a shear pocket type upper slab of a steel composite bridge according to an embodiment of the present invention.

DETAILED DESCRIPTION Hereinafter, exemplary embodiments of the present invention will be described in detail with reference to the accompanying drawings so that those skilled in the art may easily implement the present invention. The present invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. In order to clearly illustrate the present invention, parts not related to the description are omitted, and similar parts are denoted by like reference characters throughout the specification.

Throughout the specification, when a part is said to "include" a certain component, it means that it can further include other components, without excluding other components unless specifically stated otherwise.

First, a conventional extrusion construction method of the upper slab will be described with reference to FIGS.

BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a diagram illustrating a typical method of constructing an upper slab by extrusion.

1, in a conventional continuous extrusion method, an extrusion work station 400, which is a segment manufacturing facility, is installed in a place where a back lighting of the alternation 310 is easy, and a segment structure corresponding to a bridge superstructure, that is, The upper slabs 100-1 to 100-n are formed on the steel box girder 200 in the direction in which the bridge is to be installed by the extrusion jack, Are successively and sequentially pushed out to form a totally integrated bridge.

More specifically, FIG. 1 (a) shows a first embodiment in which a steel box girder 200 is installed on an alternate 310 and a first upper slab 100-1 to be extruded in an extrusion work station 400 in the rear of the alternate 310 is manufactured 1B shows a state in which after the second upper slab 100-2 is manufactured, the second upper slab 100-2 is disposed behind the first upper slab 100-1, 1 (c) shows that the first to sixth upper slabs 100-1 to 100-6 are continuously extruded from above the steel box girder 200 . 1D shows that the first slabs 100-1 through 100-n are all pushed out from the upper part of the steel box girder 200 to form the upper slab. And after the upper slab 100 is extruded, it is combined with the upper flange of the steel box girder 200 to complete the extrusion. Here, A indicates the extrusion slab production stand, and will be described later with reference to Fig.

This continuous extrusion method does not require a tramp and the segment structure is sequentially placed in the production site to complete the bridge. Therefore, it is easy to manage the construction by making the segment structure at a certain place with high safety, The construction can be proceeded, which shortens the construction period drastically and facilitates the process management.

In addition, since the formwork is mechanized, it is possible to assemble and disassemble quickly, and all the processes are performed at a certain place, so that it is possible to perform a skilled work with a small number of personnel, thereby making it possible to streamline the work. In addition, it is especially economical when traversing deep valleys or rivers, where it is not easy to install the bridge because it does not require a bridge for supporting the bridge overhead structure from the ground. Therefore, there is an advantage that the air can be shortened.

FIG. 2 is a view showing a die installed behind the alternating. When the steel box girder 200 is first installed, the extrusion work station 10 is installed behind the alternating 310. At this time, a formwork for installing a predetermined size (generally about 25 m) of the upper slab 100 is installed in the extrusion workshop 10, and all the segments are used in the same die.

As shown in FIG. 2, the formwork installed on the ground behind the alternation is composed of reinforced wood except for two casting beds 11 having the same width as the upper flange of the steel box girder, They are arranged in the same position as the upper flange of the steel box girder. Then, during the extrusion of the upper slab, the hardened concrete slab slides over the I-form workbench, where the I-form workbench is typically made of a standard I-shaped steel, such as WF16 (CB163). One end of the I-form stand is attached to the upper flange of the steel box girder, but is offset from the upper flange by the thickness of the sliding shoe (13). On the other hand, the formwork is fixed by an anchor. Then, to separate the form from the concrete, lift the I-shaped stand and the end of the steel box girder about 2.5 cm by using a small auxiliary jack (12) installed at regular intervals below the I-type production stand.

On the other hand, the construction of the steel composite bridge having precast decks can be performed by various methods, and the stage-deck jacking method of extruding the slab can be constituted as follows.

Specifically, according to the convenience of construction, the upper slab segments (100-1 ~ 100-n) in the alternating 310 or the middle of the span is poured into a predetermined length (about 20 ~ 25m), and then, the steel box girder 200 The upper slab segments 100-1 to 100-n are extruded onto the upper flange 210 of the upper slab segments 100-1 to 100-n, which are separated from the casting bed. Next, a workbench for laying the upper slab segments 100-1 to 100-n is prepared. Accordingly, the entire upper slab 100 is completed by the continuous installation of the respective upper slab segments 100-1 through 100-n, and the upper slab 100 is provided with the shear connection members (Not shown) to the steel box girder 200.

The advantage of this method is that the same dies are repeatedly used for all the upper slab segments 100-1 to 100-n, and the concrete is laid at the same position, and each of the upper slab segments 100-1 to 100- Can be connected by reinforcing bars to integrate the entire slab.

3 is a view showing an extrusion mechanism in an extrusion method in which an upper slab of a steel composite bridge is constructed.

3, when the upper slab 100 is made up of three upper slab segments 100-1, 100-2, and 100-3, FIG. 3A shows the first upper slab segment 100-1, 3B shows that the second upper slab segment 100-2 is manufactured and extruded together with the first upper slab segment 100-1, and FIG. The third upper slab segment 100-3 is fabricated and extruded together with the first and second upper slab segments 100-1 and 100-2. For example, the first to third upper slab segments 100-1 to 100-3 can be made to have a longitudinal length of 2 m, and each segment is extruded one by one at the end of the steel box girder 200 .

Subsequently, the extruded reinforced upper slab segments 100-1, 100-2 and 100-3 are respectively combined with the upper flange 210 of the steel box girder 200 to complete the extrusion.

4A and 4B illustrate an upper slab of a composite composite bridges for press-fitting. FIG. 4A shows a shear pocket-type upper slab 100a extruded on an urging girder, FIG. 4B shows a pre- Shaped upper slab 100b which is a cast slab.

Specifically, the shear pocket type upper slab 100a extruded on the steel box girder is welded to the shear pockets after the slab is extruded and the prestress is introduced, as shown in Fig. 4A, Is filled.

The construction method of filling non-shrinkage mortar / concrete with small openings installed in the upper slab requires expensive construction cost and adequate protection curing. Since the fastening force between the upper slab and the steel box girder is concentrated in the opening, cracks are generated in the upper slab with time. Field welding of shear connectors in the openings is very expensive, and there is no upper flange portion of the steel box girder that is embedded in the concrete, resulting in a structurally disadvantageous problem such that the side points of the compression flange are concentrated in several portions.

In addition, the rail-type upper slab 100b, which is a precast slab transversely connected to the reinforcing bar only, is provided with a continuous launch opening, which is filled with non-shrinkage concrete after the extrusion is completed, Type upper slab. These initial rail-type upper slabs are slab-like in the upper flange of the steel box girder, and are in continuous slab-like form, supported by reinforcing bars only for transverse deflections.

This method can avoid the concentration of the clamping stress due to the continuously formed openings and improve the lateral stability of the compression flange of the steel box girder, but it is not possible to avoid the weakness inherent in design (the need for field welding of shear connectors and the flat upper flange surface ) Can not be resolved.

Hereinafter, an extrusion hypothesis apparatus for constructing a shear-pocket type upper slab of a composite bridge according to an embodiment of the present invention will be described with reference to FIGS. 5 to 10, the same reference numerals described with reference to FIGS. 1 to 4 described above. Use

5 is a perspective view of an extrusion hypothesis device for constructing a shear pocket upper slab of a composite bridge according to an embodiment of the present invention, Figure 6 is a construction of a shear pocket upper slab of a composite bridge according to an embodiment of the present invention It is a figure which shows the sliding shoe in the extrusion installation apparatus for.

5 and 6, the extrusion hypothesis apparatus for constructing the shear pocket type upper slab of the composite bridge according to the embodiment of the present invention, the steel box girder 200 and the composite having a top slab 100 As the extrusion hypothesis device of the upper slab in the bridge, the extrusion jack 410, rail type extrusion slab fabrication stage 420, fabrication flange 430, sliding shoe 440, transverse guide 450 and shear stud 220 ).

The extrusion jack 410 is disposed on the shear pocket type extrusion slab manufacture stand 420 and has an upper slab segment 100-1 with openings 120 formed on the upper flange 210 of the steel box girder 200, To 100-n) are successively extruded. That is, the extrusion jack 410, which is an extrusion apparatus, is provided with the upper slab segments 100-1 to 100-n, which are formed in the extrusion work station 400 in the alternate rear and are provided with continuous shear pocket openings 120, And continuously extruded from the upper part of the girder 200.

The fabrication flange 430 is disposed at the top of the extrusion jack 410 and is disposed along the extrusion direction to guide the extrusion of the upper slab segments 100-1 to 100-n.

Sliding shoe 440 is the upper slab segment 100-1 along the upper flange 210 surface of the steel box girder 200 while extruding the upper slab segments 100-1 to 100-n. 100-n) is installed on the upper flange 210 to slide. In this case, the sliding shoe 440 is constantly installed in the opening 120 at intervals of 2 to 3 m, and remains in the completed composite structure. Here, the sliding shoe 440 may be made of Teflon, but is not limited thereto.

Lateral guide 450 is fastened to the upper flange 210 so that the lateral displacement of the upper slab segments 100-1 to 100-n does not occur. At this time, the lateral guide 450 is a temporary lateral guide (Removable lateral guide) that is removed after the extrusion hypothesis of the upper slab segments (100-1 ~ 100-n) is completed.

The shear stud 220 is welded to the opening 120 on the upper flange 210 after the extrusion of the upper slab segments 100-1 to 100-n is completed to the upper slab segments 100-1 to 100-n. ) And the upper flange 210 serves as a shear connector during synthesis.

When the upper slab segments 100-1 to 100-n reach the final position, the shear stud 220 is welded to the upper flange 210 of the pre-installed opening 120, The upper slab segments 100-1 to 100-n and the upper flange 210 are combined by filling the openings 120. [

The shear pocket type upper slab of the composite bridge according to the embodiment of the present invention can be applied to a steel box girder or minority girder capable of extrusion hypothesis, the shear pocket type upper slab can also be cast in the field or precast Detailed description will be described later. In addition, reference numeral 110 denotes a tendon (Tendon) that is a continuous reinforcing bar of the upper slab (100).

On the other hand, the shear pocket type upper slab according to an embodiment of the present invention is a type mainly applied in the precast bottom plate, when forming the upper slab 100 when the shear connector 220 is installed (mainly in the steel box girder abdomen) The upper slab 100 is synthesized with the steel box girder 200 by making a rectangular empty space in advance, placing it on the steel box girder 200, welding the shear connector 220, and filling it with high-strength non-contraction mortar.

The main consideration in applying such shear pocket type top slabs is the spacing and size of shear pockets. That is, if the spacing of the shear pockets is too narrow and the number of shear pockets is increased, the cost for mortar injection and curing management is increased. If the distance is too long, the fastening force between the steel box girder and the upper slab is not dispersed. There is a possibility that cracks will be generated in the slab.

In addition, the size of the shear pocket affects the number of short-circuit points of the longitudinal temperature reinforcement of the upper slab,

The spacing and size of the shear pockets depend on the diameter of the shear connector and the number of columns per column.The size of the shear pocket can be determined by examining the diameter, number and spacing of the studs according to the Road Bridge Design Standard 3.9.5 Shear Connector. , As a design formula for the shear connector, the allowable stress of the shear connector is expressed by the following equations (1) and (2).

는 콘크리트 설계기준 강도를 나타낸다.Here, Qa represents the allowable shear force (N) of the shear connector, H represents the total height of the stud (mm), d represents the diameter of the stem of the stud (19mm, 22mm, 25mm),

Denotes the strength of the concrete design criteria.

On the other hand, the necessary spacing of the shear connector in consideration of fatigue is as shown in Equation 3 below.

는 전단연결재의 피로에 대한 필요간격을 나타내고,

는 전단연결재의 허용수평 전단력 범위(N)를 나타내며,

은 설계대상 단면의 슬래브와 주거더 사이의 수평전단력 범위(N/㎟)를 나타낸다.here,

Represents the required spacing for the shear connector fatigue,

Represents the allowable horizontal shear force range (N) of the shear connector,

Is the horizontal shear force range (N / mm 2) between the slab and the housing of the section to be designed.

On the other hand, if the ultimate strength of the stud is examined, the following equations (4) to (6).

는 콘크리트의 설계기준강도를 나타내고,

는 전단연결재의 단면적(㎟)을 나타내며, fu는 인장강도(410~560MPa)를 나타내고,

은 최대정모멘트부와 인접한 교대지점부사이의 전단연결재 개수를 나타내고, P는 최대 부모멘트부와 인접한 최대 부모멘트부 사이에 필요한 전단연결재 개수를 나타내고, P3은 최대부모멘트부에 작용하는 힘을 나타낸다.Where Vu represents the ultimate strength (N) of the shear connector, d represents the diameter (mm) of the shear connector,

Represents the design reference strength of concrete,

Denotes the cross-sectional area (mm2) of the shear connector, fu denotes the tensile strength (410-560 MPa),

Denotes the number of shear connectors between the maximum moment moment and the adjacent alternate point portion, P denotes the number of shear connectors required between the maximum parent portion and the adjacent maximum parent portion, and P3 represents the force acting on the maximum moment portion. .

Equation 1 determines that the breakage of the shear connector occurs due to the shear of the stud, and Equation 2 is caused by the cracking of the upper slab. In addition, since Equation 1 exhibits about 30% more strength than Equation 2, the length of the stud is applied to 150 mm so that the H / d is 5.5 or more.

On the other hand, the maximum spacing of the shear connector is not more than three times the thickness of the upper concrete and not to exceed 600mm, the minimum spacing is 5d or 100mm in the axial direction, and the perpendicular direction of the axial direction is defined as d + 30mm. According to the above examination method, the results of the examination of the spacing of the shear connector of the target bridge, as shown in Table 1. Table 1 shows the spacing and number of shear connectors.

Therefore, as a result of the examination, the number of studs installed in one row differs from 8, 10, and 12, respectively, depending on the spacing of the shear connectors. Therefore, it is desirable to apply a 600mm gap that can reduce the number of shear pockets while satisfying the maximum gap of the current road bridge design standards.

According to the above-described results, the shear pocket arrangement of the bridge is shown in FIG. 7. 7 is a view showing the arrangement of the shear pocket of the target bridge in the extrusion construction apparatus for constructing the shear-pocket type upper slab of the composite bridge according to the embodiment of the present invention.

Referring to FIG. 7, the horizontal size of the front pocket 120 was 400 mm with a margin of 50 mm at a distance of 300 mm at each end of the stud so that 6 shear connectors 220 could be installed on one abdomen. It was set to 150 mm to allow the stud gun to enter during welding of the shear connector. That is, in the shear pocket type upper slab according to the embodiment of the present invention, the shear pocket 120 is preferably to apply a size to enter the stud gun when welding the shear connector.

The shear pocket type upper slab according to the embodiment of the present invention can be applied to a minority girder capable of extrusion hypothesis. Here, the minor main girder bridge is a type of bridge that reduces the number of residential walls by increasing the durability of slabs by using precast concrete slabs (PC slabs) or prestressed slabs and by increasing the residential intervals. In order to simplify the cross section of the girder, such minor girders are to be constructed by omitting the horizontal stiffener and vertical stiffener attached to the girder abutment.

In addition, the rebar arrangement for shear pocket type upper slab was H22-CTC 200mm for cantilevered part reinforcing bar and H16-CTC 200mm for center part reinforcing bar. -CTC 250 mm was applied.

8 is a view showing the reinforcement arrangement of the shear pocket type upper slab in the extrusion hypothesis device for the construction of the shear pocket type upper slab of the steel composite bridge according to an embodiment of the present invention, the spacing of the shear pocket to 600mm, The spacing of 200mm does not interfere with each other, and the longitudinal and reinforcing bars due to temperature are adjusted so that the number of rebars for the entire section is the same as when the site is placed.

On the other hand, Figure 9 is an extrusion hypothesis device for constructing a shear-pocket type upper slab of a steel composite bridge according to an embodiment of the present invention, it is a view showing a field-type shearing pocket type upper slab, Figure 10 is an embodiment of the present invention In the extrusion hypothesis apparatus for constructing the shear pocket type upper slab of the composite bridge according to the present invention, it is a diagram showing the shear pocket type upper slab precast.

In an extrusion construction apparatus for constructing a shear pocket upper slab of a composite bridge according to an embodiment of the present invention, the shear pocket upper slab 100 is cast in the field as shown in FIG. 9 or as shown in FIG. 10. Precast can be produced.

Shear pocket type upper slab 100 is cast in the field, as shown in Figure 9, is divided into a shear pocket portion 130, the opening portion 120 is formed and the general portion 140 without the opening, a shear stud (shear connection material) 220 is welded onto the upper flange 210 after extrusion.

In addition, the pre-fabricated shear pocket type upper slab 100, as shown in Figure 10, the shear key 150 and the tension member 160 may be pre-formed, the shear stud 220 is a shear connector after extrusion It is welded on the upper flange 210.

According to the extrusion hypothesis apparatus for constructing the shear pocket type upper slab of the composite bridge according to the embodiment of the present invention and the method, when constructing the shear pocket type upper slab 100 of the composite bridge by the extrusion construction method, the upper slab ( 100) can be extruded quickly and easily. That is, when the shear pocket type upper slab of the steel composite bridge is extruded by the extrusion method, the upper slab can be rapidly and easily extruded, and the construction period of the bridge can be greatly shortened.

On the other hand, the extrusion hypothesis method for constructing the shear pocket type upper slab of the composite bridge according to an embodiment of the present invention, extrusion of the shear pocket type upper slab in the steel composite bridge having a steel box girder 200 and the upper slab (100). As a hypothesis method, first, the steel box girder 200 is installed on the alternating 310 or the pier 320.

Next, the extrusion jack 410 is disposed on the fabrication flange 430 to guide the extrusion of the upper slab segments 100-1 to 100-n having the front pocket opening 120 formed thereon.

Next, the upper slab segments 100-1 to 100-n are disposed on the shear pocket type extrusion slab manufacturing table 420.

Next, the sliding shoe 440 and the transverse guide 450 are disposed on the upper flange 210 of the steel box girder 200. Here, the sliding shoe 440 is constantly installed in the opening 120 at intervals of 2 to 3 m, and remains in the completed composite structure. In addition, the lateral guide 450 is a temporary extrusion guide (Removable lateral guide) is removed after the extrusion hypothesis of the upper slab segments (100-1 ~ 100-n) is completed.

Next, the extrusion jack 410 is used to continuously extrude the upper slab segments 100-1 to 100-n.

Next, after the extrusion of the upper slab segments 100-1 to 100-n is completed, the shear stud 220 is welded to the opening 120 on the upper flange 210.

Next, the upper slab segments 100-1 to 100-n, which are extruded on the opening 120, are combined with the upper flange 210 of the steel box girder. In this case, the upper slab segments 100-1 to 100-n and the upper flange 210 are synthesized by filling the opening 120 with non-shrink mortar.

In other words, in the extrusion hypothesis method for constructing a shear pocket type upper slab of a rigid composite bridge according to an embodiment of the present invention, the upper slab 100 is provided with openings (shear pockets) 120 at predetermined intervals, thereby providing an upper slab 100. When the extrusion of the) is completed, the shear stud 220, which is a shear connector at this position, is welded on site.

In this method, when the upper slab 100 reaches the final position, the shear connector 220 is welded to the upper flange 210 of the pre-installed opening 120, and then the opening 120 is made of non-shrink mortar. The upper slab 110 is provided with a sliding shoe 440 that slides the upper flange 210 surface of the steel box girder while the upper slab 110 is extruded, and the sliding shoe 440 is completed. Will remain in the structure.

As a result, according to the extrusion hypothesis method for constructing the shear pocket type upper slab of the composite bridge according to the embodiment of the present invention, when the shear pocket type upper slab of the composite bridge is constructed by the extrusion construction method, the upper slab can be quickly and easily It can be extruded.

The foregoing description of the present invention is intended for illustration, and it will be understood by those skilled in the art that the present invention may be easily modified in other specific forms without changing the technical spirit or essential features of the present invention. will be. It is therefore to be understood that the above-described embodiments are illustrative in all aspects and not restrictive. For example, each component described as a single entity may be distributed and implemented, and components described as being distributed may also be implemented in a combined form.

The scope of the present invention is shown by the following claims rather than the above description, and all changes or modifications derived from the meaning and scope of the claims and their equivalents should be construed as being included in the scope of the present invention. do.

100: Upper slab (Concrete Upper Slab)
100-1 to 100-n: Slab Segment
110: Continuous reinforcing bar / tension material (Tendon)
120: front pocket (opening)
130: shear pocket
140: General
150: shear key
160: tension material
200: Steel Box Girder
210: Upper Flange
220: Shear Connector / Shear Stud (Stud)
310: Shift
320: Pier
400: extrusion workshop
410: Extrusion Jack
420: Shear pocket extrusion slab manufacturing platform
430: workbench flange
440: sliding shoe
450: Removable Lateral Guide

Claims (6)

In the extrusion hypothesis apparatus of shear pocket type upper slab in a steel composite bridge having a steel box girder and the upper slab,
An extrusion jack disposed on a shear pocket type extrusion slab manufacturing platform and continuously extruding the upper slab segment having a shear pocket opening formed on the upper flange of the steel box girder;
A fabrication flange arranged on top of the extrusion jack and arranged along an extrusion direction to guide extrusion of the upper slab segment;
A sliding shoe installed on the upper flange to slide the upper slab along the upper flange surface of the steel box girder while extruding the upper slab;
A lateral guide fastened to the upper flange such that a transverse displacement of the upper slab does not occur; And
After the extrusion of the upper slab is completed, the upper end of the upper slab after the extrusion of the upper slab (Stud) is welded to the opening (opening) on the upper flange to serve as a shear connector in the synthesis of the upper slab segment and the upper flange A shear stud welded to an opening on a flange to serve as a shear connector in synthesizing the upper slab segment and the upper flange,
The sliding shoe is installed in the opening at regular intervals of 2 ~ 3m, the extrusion hypothesis device for the construction of shear-pocket type upper slab of the composite bridge, characterized in that it remains in the finished composite structure. The method of claim 1,
When the upper slab reaches the final position, the shear studs are welded to the upper flange of the pre-installed opening, and then the opening is filled with non-contraction mortar to synthesize the upper slab and the upper flange. Extrusion hypothesis device for the construction of shear pocket type upper slab of bridge. delete The method of claim 1,
The transverse guide is an extrusion construction apparatus for the construction of shear-pocket type upper slab of the composite bridge, characterized in that the temporary extrusion guide device (Removable lateral guide) is removed after the extrusion hypothesis of the upper slab is completed. The method of claim 1,
The shear pocket type upper slab is an extrusion hypothesis device for construction of shear pocket type upper slab of a composite bridge, characterized in that applied to the steel box girders or minority girders capable of extrusion hypothesis. The method of claim 1,
The shear pocket type upper slab is an extrusion construction apparatus for the construction of a shear pocket type upper slab of a steel composite bridge, characterized in that the site is cast or precast.

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