KR100999019B1 - Construction method using arch type hybrid girder - Google Patents

Abstract

The present invention in the construction of the bridge using the composite girder for the arch-shaped bridge including girder concrete, steel, tension material, to increase the structural efficiency by introducing a multi-stage tension force on the top and bottom of the girder, and easy pouring and compaction of the girder concrete The present invention relates to a bridge construction method using an arch-shaped composite girder that enables easy quality control and re-tension and settlement of tension material required for future maintenance.

Composite girder bridge, multi-level tension, tension material

Description

Bridge Construction Method using Arch Girder Composite Girder {CONSTRUCTION METHOD USING ARCH TYPE HYBRID GIRDER}

The present invention relates to a bridge construction method using the arch girder composite girder. More specifically, the present invention relates to a bridge construction method using an arcuate composite girder having an outer steel fabricated in an arc shape and a girder concrete filled in a space excluded as a hollow part therein, and having a tension member installed in a longitudinal direction at a lower end of the girder. .

The present invention relates to a bridge construction method using the arch girder composite girder. More specifically, the present invention relates to a bridge construction method using an arcuate composite girder having an outer steel fabricated in an arc shape and a girder concrete filled in a space excluded as a hollow part therein, and having a tension member installed in a longitudinal direction at a lower end of the girder. .

Conventional bridge girders (Girder) is a bridge structural member that supports the weight of the slab (Slab) and the load acting on the slab, and transfers the acting load to the pillar or bridge that is the bridge substructure, the bridge For the manufacture of the girder, a conventional steel girder, concrete girder or a combination of steel and concrete in a state in which the tension material is installed inside the compression prestress may be introduced.

Steel box girders (Steel Box Girder), which is widely used as a conventional bridge girder type as shown in Figure 1a is not only the main member 10 made of steel constituting the box, but also horizontal ribs, vertical ribs, vertical and horizontal reinforcement, etc. All reinforcement is made of steel and can be called girders.

However, welding is required for the connection of each member and reinforcement, which requires a great amount of welding and time, and consists of steel only, which reduces fatigue life due to vibrations associated with the operation of the vehicle. There was a problem that causes pollution. In addition, since the steel bears both the compressive force and the tensile force due to the applied load, there is a problem of economically and mechanically disadvantageous cross-sectional structure.

In addition, in the case of reinforced concrete girder (20, Reinforced Concrete Girder, RC girder) or prestressed concrete girder (30, PSC girder) as shown in Figure 1b and 1c, the initial cost is less than the steel box girder However, due to the large amount of concrete used, installation and dismantling of reinforcing bars and formwork is inevitably required, which requires a lot of manpower and time, and the cracking and reinforcing corrosion of concrete due to the effects of load and environment. There was a problem in that the deterioration of the lamp and the like could not be avoided, which made it difficult to maintain and shorten the service life.

In order to compensate for the shortcomings of the RC girder and the PSC girder, as shown in FIG. 1D, a composite girder 40 having a formwork reinforcement 41 surrounded by an exterior of the RC girder formed therein has been developed.

However, the composite girder 40 is simply a type surrounding the steel (reinforcement) outside the RC girder in which the reinforcing bar 42 is reinforced, so that the concrete inside does not resist the tension, and thus the weight of the composite girder is unnecessary due to the use of unnecessary tension-side concrete. Since the reinforcement is required for reinforcing the internal tension side, there is a limitation that it is not suitable as a girder for bridges that support a large upper load, as long girders.

Therefore, in order to improve the disadvantages of the existing bridge girders, such as high cost, low efficiency of component materials, and difficulty in maintenance, the amount of steel and welding can be significantly reduced compared to steel box girders, and concrete such as RC girders or PSC girders can be reduced. The arched composite girder (100) for bridges without the need for formwork and reinforcement work for the maintenance of concrete members was introduced.

It combines the resistance to compression of the arch and the resistance to tension of the tensioning material to maximize the mechanical strength of the materials of steel and concrete. In addition, it is possible to construct a construction site relatively long, economically and beautifully.

FIG. 1E is a front view of the compound girder 100 installed state, and FIG. 1F is a cross-sectional view of a-a, b-b, and c-c of the compound girder.

Composite girder (100) consisting of a composite concrete girder filled steel and tension material according to the invention is

Both end surfaces are closed, and the upper end portion is made the same height (H) over the entire length, the lower end portion of the outer steel material (110a) made in the shape of an arc as a box shape is lowered from both ends to the center portion;

The space spaced apart by the space occupied by itself is an arch portion B2 which connects the end block portion B1 and the lower end block portion to each other over the entire length of the outer steel in the outer steel 110a. A hollow part 120a installed inside the outer steel material 110a by a grid or a block body so as to be formed as; And

A girder concrete (100a) filled with the end block portion and the arch portion and girder concrete (130a), which is synthesized with the external steel as the pillar portion concrete (131a) and the arch rib concrete (132a); And

It is installed between the lower end of both ends to the composite girder (110a) and the tension member (100b) is settled after the tension for each construction step; is produced.

The outer steel (110a) is made of a closed steel box shape of the overall shape of the arch shape has a predetermined height (H), length and width. It can be made into rectangular cross section or other cross-sectional shape, and empty space is formed inside.

Normally, the steel sheet is manufactured by bending or welding the steel sheet, so that both end faces are closed so that the girder concrete 130a can be poured into the empty space. The upper surface is manufactured to be closed to the horizontal surface so that the slab concrete can be cast, but the upper surface of the pillar concrete 131a is not completely closed with steel sheet to fill the girder concrete 130a in the empty space therein. A hole 240 is formed in the upper steel sheet at the center of the girder and used as a pouring passage of the.

In addition, the studs 140a and Stud may be installed on the upper surface so as to be integrated with the slab concrete, and the studs 150a may be installed to increase adhesion to the girder concrete 130a, which is also filled in the inner surface.

The outer steel 110a serves to restrain the girder concrete 130a filled in the inner space and the formwork, and the girder concrete and the outer steel filled inside are integrated with each other and act as a composite girder, thereby providing a conventional RC. The need for internal reinforcement used for girder and PSC girder is eliminated.

Such an external steel (110a) is to be made in the shape of an arch, the installation method is to follow the furnace equation. That is, the upper end portion is formed in a horizontal plane shape and the lower end portion is formed in an arch shape, so that the outer steel 110a is installed below the road surface.

That is, the upper end portion is made the same height (H) in the shape of the arch shape, the lower end is to produce the outer steel in the cross-sectional shape that the height is lowered from both ends to the center portion, specifically, both end block (B1) and the end It is manufactured to be composed of the arch portion (B2) in series with the block portion.

A characteristic of the end block portion B1 is that the same height as the overall height (H) of the outer steel (110a) is composed of a cross section without the change, the arch portion is a predetermined distance from both ends of the outer steel (B2) can be configured continuously up to the time point (A). The end block portion B1 serves as a lower supporting end of the outer steel 110a and serves as a supporting part of the tension member 140 installed to support the horizontal force generated because the outer steel 110a is manufactured in an arc shape as described below. Do it.

The arch portion B2 is configured to have a cross section whose height decreases toward the center of the outer steel 110a, and is continuously formed from both of the arch portions A to the center portion C of the outer steel 110a.

The hollow portion 120a serves to allow the girder concrete 130a, which is installed inside the outer steel 110a and filled in the outer steel, to be formed of the pillar portion concrete 131a and the arch rib concrete 132a. . In addition, by bending or processing the steel sheet to produce a block of a certain size, such as to be located inside the outer steel, in particular, it can be installed at a predetermined interval on the arch portion (B2), and also made of steel diaphragm to the outside steel It can also be provided in the arch part B2 of 110a at predetermined intervals.

Since the filling of the girder concrete 130a filled inside the outer steel 110a by the presence of the hollow portion 120a is effective, the self-weight of the composite girder (outer steel + girder concrete) is reduced. The reduction of self weight has the technical effect of designing a composite girder cross section with a low profile but a slim cross section.

The installation shape of the hollow portion 120a is installed inside the outer steel 110a, and the configuration of the girder concrete 130a filled in the space excluded by the hollow portion includes the pillar portion concrete 131a and the arch rib concrete ( 132a).

The girder concrete 130a, which is poured on the outer steel 110a, includes both ends of the outer steel by the space excluded by the hollow part 120a, and in particular, the pillar portion B2 over the entire length of the outer steel. It is formed of the sub-concrete (131a) and the lower portion of the pillar portion concrete (131a) to be composed of the arch rib concrete (132a) integrally connected to each other.

The pillar portion concrete 131a transmits an external load acting on the girder to the arch rib concrete 132a so that the arch rib concrete 132a is supported with the external load by the arch effect together with the external steel 110a. Will have

Therefore, since the concrete is not filled as much as the space excluded by the hollow part 120a, the self-weight of the composite girder can be reduced, and the advantages as the arch girder can be exhibited as it is.

At this time, the hollow portion 120a may be installed in a rectangular cross-sectional shape or a circular cross-sectional shape in the outer steel 110a.

The girder concrete 130a is filled in the empty space inside the outer steel 110a from which the filling space is excluded by the hollow part 120a and integrated with the outer steel 110a. That is, by filling the end block portion (B1) and the arch portion (B2) of the outer steel, it is formed in the shape of the pillar portion concrete (131a) and the arch rib concrete (132a).

Thereby, the composite girder 100a is produced. In other words, the steel and concrete are integrally manufactured to be named synthetic girders in the sense of girder to resist external loads.

Accordingly, vertical and horizontal forces are generated at both lower ends of the arch-shaped composite girder, and as in general bridges, vertical forces are supported by bridge substructures such as bridges or bridges, and horizontal forces generated by arch shapes It is to be designed to be supported by the same bridge undercarriage or to be resisted by separate joints and reinforcement.

Since the size of these cross sections is inevitably larger as the composite girders are installed between the long sections, the tension member 100b is introduced in the present invention for a lower mold height and slimmer girder cross section design.

The tension member 100b is horizontally installed in such a manner that the lower portions are connected to each other between both ends of the compound girder 100a.

As the tension member 100b, a tendon including a strand, a bar, or the like may be used, and may be used by selection depending on the bridge type, economic feasibility, and constructability.

The tension member 100b is fixed after both ends are tensioned by a fixing device or a fixing device installed at both ends of the compound girder 100a. Therefore, both ends of the compound girder 100a are connected to each other, thereby regulating the stress acting on the compound girder by adjusting the amount of tension and the action of restraining both ends of the compound girder 100a.

As a result, it is possible to support or offset the horizontal force generated by the load acting on the compound girder 100a, and the support or offset of the horizontal force supports the horizontal force of the arch-shaped compound girder, although the compound girder is manufactured in an arch shape. The additional construction properties and construction cost increase factors such as considering the design section of the bridge undercarriage for the construction can be eliminated, resulting in more efficient composite girder cross section design.

The installation of the tension member and the anchorage can be installed after the tension by installing the usual anchorage on both end faces of the synthetic girder (100a), it is possible to adjust the amount of tension for each construction step.

This completes the composite girder 100. That is, the composite girder 100a and the tension member 100b are integrally manufactured and are referred to as synthetic girder in the sense of girder that resists an external load.

1A is a cross-sectional view of the end of the composite girder 100 composed of the composite girder 100a and the tension member 100b. The end portion of the composite girder has a closed shape for placing concrete, and a tension force is applied to the composite girder. A permanent tension member 130b for introducing and supporting the horizontal force of the end portion is fixed to the end fitting port 110b. When the amount of the tension material is consumed so that a large number of anchorages are installed, the end anchoring holes may be located anywhere in the end section.

Section b-b of FIG. 1f may be referred to as an end cutaway view of the hollow portion 120a installed inside the outer steel. It can be seen that the girder concrete 130a is excluded by the hollow portion 120a to form the arch rib concrete 132a and the pillar portion concrete 131a and reduce the weight of the girder. In addition, it can be seen that the free tension member 140b is installed past the neutral shaft lower portion as the tension member 100b fixed at the end.

C-C cross-sectional view of FIG. 1F may be a cutaway view of a central portion of the compound girder 100. Most of the neutral shaft girder concrete 130a, which is subjected to tensile stress based on the neutral shaft, is largely excluded, and the arch rib concrete 132a supports the compressive force, and the free tension member 140b is a neutral shaft that supports the tensile force. It can be seen that it is extended to the lower portion.

As can be seen in the cross-sectional view, each cross section of the composite girder is not changed to the same cross-sectional shape but to the individual cross-sectional shape according to the cross-sectional area over the entire length, which is basically due to the self effect and external load of the composite girder by the arch effect. While resisting, the concrete section under the neutral section of the cross section is minimized, and economical and efficient cross section design is possible by using tension material together, so that the technical effect that the same height and cross section size can be installed in longer distance can be expressed.

Looking at the construction of the bridge construction method using the composite girder (100)

First, the external steel will be produced. The external steel is produced by cutting and processing the steel (plate) in an arc shape, assembling and welding in an arc shape.

That is, as shown in Figure 1g, a shear connector (stud) is attached to the upper surface, and fixing parts (tension material, fixing device, etc.) are installed on both end surfaces.

Of course, such an external steel can be divided into a predetermined length (manufacture by segment), and then pre-assembled the segment to be directly connected in the field to be completed.

In order to fill the concrete inside the girder to manufacture the steel, the upper surfaces of both ends and the column subconcrete 131a are not completely closed by steel sheets or they use holes C1 and C2 to form concrete passageways. Holes (D) for pouring concrete are also formed in the upper steel plate.

Next, after transporting and assembling the external steel on the bridge construction site, the girder concrete is poured into the interior through the pouring hole.When the girder concrete is cured, the tension member is inserted and installed in the end fitting hole 110b. Will settle down.

When the composite girder is manufactured in such a state, it is mounted on the shifts and installed, and the slab concrete is poured and cured through the installation of slab formwork and reinforcement.

Next, the tension member is secondarily tensioned and fixed in the mounted state, which may be performed at the end fixing hole 110b or when the connection fixing hole 120b is installed.

In the case of composite girder bridges in common condition, additional tensions are to be included where additional anchorages are provided if additional tensions are required for maintenance.

However, the following problems may occur when following the cross-sectional shape and construction procedure in constructing a bridge using a composite girder having several advantages as described above.

First, multi-stage tension is performed to increase the structural efficiency of the cross section of the composite girder, but the center of the composite girder rises upward when the first tension is applied, and when the slab concrete is poured, the downward deflection occurs. In this case, the compressive stress and the tensile stress are alternately applied during construction. In particular, the girder concrete 130a is subjected to tensile stress in the upper surface of the central portion during the first tension.

In addition, in order to secure the structural cross-sectional area of the tension member under the neutral axis of the girder under tensile stress, and to maintain the position of the neutral axis under the girder concrete as much as possible, a certain amount of tension member must be arranged, and the tension force of the tension member installed at the bottom of the neutral shaft of the girder cross section. In order to secure the structural performance expression level as the tension member, a certain level of tension force must be introduced.

However, due to the introduction of tension, there is a sufficient margin for the tensile stress of the steel in the center of the girder, but when the tensile stress on the concrete top surface exceeds the allowable tensile stress, it is necessary to introduce a low level of tension or to reduce the cross-sectional area of the tension member. This, in turn, causes a significant detriment of the structural efficiency of the composite girder.

Next, as a multi-stage tensioning method of the tension member, the tensioning method of the retensioning or connecting fixing member 120b of the end fixing member 110b has been proposed. If there is tension is difficult, and if you install the chest wall later, there is a problem of poor workability, such as air delay. In addition, in the case of connection anchorage, it is difficult to introduce tension force in reality and it is common to perform a simple connection function. Therefore, it was pointed out that re-tension for maintenance while using the bridge is not easy for both anchorages.

Lastly, when placing the girder concrete 130a inside the arcuate outer steel 110a, when placing the girder concrete using holes in the upper surface and the center of the pillar concrete 131a as shown in FIG. 131a) and the girder concrete (130a) is tightly filled and there is a problem that can not be sufficiently compacted. In addition, the pillar concrete has a problem of delivering only the load of the bottom plate to the arch rib even after the completion of the bridge, and does not play a role in the structural stiffness of the girder but only brings an increase in its own weight.

The present invention improves the resistance to tensile stress of the girder concrete in order to improve the structural efficiency of the girder in the composite girder using the conventional arch-shaped external steel, tension material and fixing work for each stage of construction and subsequent maintenance In addition to making it easier, the girder concrete can be easily laid and compacted inside the outer steel, thereby improving structural performance and constructability, and constructing bridges using arch-shaped composite girders for easy quality control. The technical problem is to provide a method.

In order to achieve the above technical problem of the present invention, when the primary girder composed of the external steel and the girder concrete, the tension member is introduced into the concrete of the upper edge of the girder before introducing the tension force to the existing tension member of the lower girder. By this, the initial compressive stress is generated in the concrete of the center of the girder, thereby increasing the amount of tension that can be introduced into the existing lower smoke tension material, thereby increasing the efficiency of the tension material or increasing the cross-sectional area of the long material, thereby lowering the position of the neutral shaft and increasing the rigidity. It was made possible.

On the other hand, in the introduction of tension force of tension material, it is necessary to take the tension material sequentially instead of the multi-level tension method of the entire tension material, and create a working space in the external steel itself to tension and settle the outer tension material at the end of the existing lower smoke tension material. In order to enable secondary tension on the shift, with or without chest wall, re-tension or replacement during maintenance was facilitated.

In addition, to facilitate girder concrete pouring and compaction, a continuous concrete pouring passage was formed on the upper surface of the outer steel. Since the upper surface of the outer steel is subjected to a large tensile stress from the end to the center portion by the introduction of the tension force, the concrete pouring passage is formed to be relatively large at both ends of the outer steel, and in the center portion is reduced and the loss of the steel cross section is filled In order to reduce the increase of the self-weight due to the amount of concrete, it is to be formed relatively small. As a result of this, the concrete formed therein, the arch rib concrete maintains the existing form, and the pillar concrete is connected in succession to the arch rib concrete.

BRIEF DESCRIPTION OF DRAWINGS To describe the present invention more clearly and easily, the following describes the best embodiments of the present invention in detail with reference to the accompanying drawings, and embodiments according to the present invention may be modified in various other shapes, and thus the scope of the present invention. Is not limited to the embodiment described below.

Hereinafter, a synthetic girder made of an arch-shaped composite girder and a tension member according to the present invention will be described in detail with reference to the embodiment shown in the drawings.

First, in the present invention, the composite girder means a girder in which a tension material is integrated in the composite girder, and the composite girder means a girder in which external steel and girder concrete are synthesized.

The tension member 300 is divided into the upper tension member 300c and the lower tension member 300a and 300b according to the arrangement position, and the tension member 300 is divided into the primary tension member 300c and 300a and the secondary tension member 300b according to the tension and settling time. . Thus, the composite girder of the present invention is a box-shaped steel extending in the longitudinal direction, and the arcuate outer steel gradually decreasing in cross-sectional height perpendicular to the longitudinal direction from both ends to the central portion, and filled and integrated into the outer steel. It can be said that the composite girder for the arch-shaped bridge including the concrete to be synthesized and the tension member installed in the longitudinal direction on the outer steel.

According to Figure 5, the construction order of the construction method according to the present patent can be examined in contrast to the bridge construction method according to the conventional composite girders,

After the curing of the girder concrete is completed, the tension work of the primary tension member (300c) representing the inner tension member (300c) and the lower tension tension member (300a) as the lower tension tension member and not the tension of the entire tension member, and also the tensioning work of the outer tension member (300b) as the lower tension tension member. This is carried out.

In order to improve the tensile resistance of the girder concrete, the upper tension member 300c disposed throughout the longitudinal direction from the end to the upper edge of the girder is first tensioned, and the lower edge tension of the composite girder 300a and 300b is tensioned at the lower end of the composite girder. After the inner tension material 300a to be fixed is fixed (introduced primary tension force).

Next, after curing of the slab concrete is completed, the secondary tension member 300b, which is the outer tension member 300b, which is fixed after tension on both sides of the outer edge of the outer steel 200, is tension-fixed at the bridge construction position as above. Tension)

As shown in Figure 2a, 2b and 2c is the outer steel 200 of the present invention is formed at the lower end of both ends to be formed (blocked out: S) the corner block inward.

This is divided into two edge end surfaces formed into the inner side of the outer steel 200 and the central end surface formed therebetween, the lower edge tension members (300a, 300b) are respectively fixed to these end surfaces after the tension.

By treating both corners of the outer steel 200 as described above, the space secured by the corner portion can be secured for the tension material and the fixing work, which is very advantageous for the maintenance of the composite girder.

In this case, the upper tension member 300c tensioned at the upper edge of the composite girder and the inner tension member 300a fixed after the tension on the central end surface are referred to as primary tension members, and the outer tension member 300b fixed after tension on both sides of the edge ends. Is called the secondary tension material.

The inner tension 300a is mainly determined in consideration of the compressive force introduced into the girder by the self-weight of the composite girder and the sting tension material, the tension amount is determined,

The secondary tension member 300b may mainly determine its tension in consideration of its own weight and live load when synthesizing the composite girder and the slab 600.

In general, it is preferable that the amount of tension due to the inner tension member 300a is greater than the amount of tension due to the outer tension member 300b.

In addition, the outer tension member 300b is secured by the block-out part, so it is easy to re-tension even after the shift and even in a shared state.

Although not shown, for the aesthetics of the composite girder to install the end cap corresponding to the space by the block-out portion, remove the end cap if necessary to re-tension, the tension of the outer tension material (300b) is not tensioned or It can be seen that when the tension work for the conventional girder can be very efficient compared to the installation of the tension material on the outer surface.

In addition, it can be seen that the inner tension member and the outer tension member are installed at both ends of the outer steel to extend in the longitudinal direction at the lower portion of the outer steel, and are installed using a conventional fixing device.

Furthermore, in the case of the upper tension member and the inner tension member, the primary tension members 300c and 300a, when the outer steel 200 is manufactured, the sheath pipe is installed in advance in the composite girder and the primary tension members 300c and 300a are inserted therein. After installation, the mortar may be injected into the sheath tube after tensioning, and then may be installed in a manner of fixing after curing or using an unattached PC strand.

In particular, the secondary tension member (300b), which is an outer tension member, is installed by using a sheath pipe for re-tension later, but using a filler that does not cure unlike mortar, and can be replaced or re-tensioned later. do.

3a to 3e show another example of an exploded perspective view of the composite girder and the slab of the present invention.

First, as shown in FIGS. 3b and 3d, the outer steel 200 is generally formed in an arch shape to produce a closed beam shape of an arch section serving as a mold of girder concrete.

That is, both end surfaces are manufactured to be closed to fill the girder concrete 400 therein, and the upper surface 210 is also closed with a steel plate as shown in FIG. 3B, and a stud is formed for synthesis with the slab concrete. .

At this time, the hollow portion (S) is formed in the outer steel 200 to exclude the girder concrete, such a hollow portion (S) is to be separated from each other basically by the partition wall 220, these partition walls are both end faces It can be seen that to form a spaced apart from the center from.

Only, by the space between the two vertical plates 250 and the outer steel outer surface provided to be spaced apart from each other in the longitudinal direction between the central portion of the partition wall 220 so that the concrete pouring passage is formed in the longitudinal direction between the partition walls. It is characterized in that it is formed.

Thus, the hollow part is divided into two, and as shown in FIG. 3c, the girder concrete filled with the external steel is formed in the longitudinal pillar part concrete 430 from the both end block parts 410 to the center.

The longitudinal pillar concrete 430 is a conventional pillar concrete (131a of FIG. 1E) that is intermittently disposed at right angles to the longitudinal direction of the girder at a predetermined interval while serving as a load placing and concrete placing passage. Unlike the pillar-shaped concrete, which is connected to the arch rib concrete, the cross section is formed by the upper surface of the outer steel and the vertical plate 250 so as to be continuously installed in the longitudinal direction of the girder, and the continuous pour of the girder concrete filled in the arch shape It is possible to compact and to be advantageous for construction and quality control, and it can be seen that it can play a part in increasing the longitudinal bending stiffness of the girder, which was not performed by conventional column concrete. In addition, since the staging concrete is continuous throughout the whole section in the longitudinal direction of the composite girder to obtain the effect of effectively transmitting the compressive force of the tension member disposed on the upper edge of the composite girder to the girder.

The girder concrete of the external steel by the girder concrete 400 is filled in the outer steel 200, as shown in FIG. 3c, both end block concrete 410 and the arch rib concrete 420 and longitudinal pillar concrete 430 It can be seen that it can be formed into).

The vertical tension member 300c as described above is embedded in the longitudinal pillar portion concrete 430 so that the primary tension force is directly introduced into the pillar portion concrete 430.

Accordingly, as shown in FIG. 3B, both ends of the upper surface 210 of the outer steel are formed with concrete holes having a relatively large hole, and are continuously formed in the center for placing the longitudinal pillar concrete 430. It can be seen that the concrete casting hole 260 is formed integrally.

Thus, it can be seen that the hole for concrete pour is not formed in the central portion of the upper surface 210 of the outer steel.

When the external steel 200 is configured as described above, it can be seen that the hollow part S does not have a big problem in girder concrete placing and vibration.

3E shows that the tension member 300 is fixed to both ends of the external steel to be installed in the longitudinal direction, and is embedded in the end block portion 410 of the girder concrete 400.

According to Figure 3a, it can be seen that the slab 600 is formed by the slab formwork not shown on the upper surface of the manufactured outer steel.

4A, 4B, and 4C are cross-sectional views of both ends, hollow portion forming portions, and center portions in the state in which the composite girder and the slab manufactured by FIGS. 3A to 3E are combined.

According to Figure 4a also can be seen that the girder concrete is filled over the entire height inside the outer steel to form the end block portion concrete 410,

According to FIG. 4B, the girder concrete is filled in the lower portion of the outer steel by the hollow portion S so that the longitudinal pillar concrete 430 is formed by the arch rib concrete 420 and the vertical plate 430 and the inclined plate 440. It can be seen that.

At this time, the inclined plate 440 is formed to be inclined to facilitate the internal filling when girder concrete is placed so that the lower end of the vertical plate is inclined downward to be connected to the inner surface of the outer steel by the inclined plate.

According to Figure 4c also can be seen that the girder concrete is filled with the arch rib concrete 420 in the central state is small by the arch shape.

1A, 1B, 1C, 1D, and 1E show conventional steel box girders, RC girders, PSC girders, composite girders, and arched composite girders.

Figure 2a, Figure 2b and Figure 2 is a perspective view of the end of the composite girder in accordance with the present invention shows a perspective view and a construction state.

3A, 3B, 3C, 3D and 3E show one exploded perspective view of a compound of the present invention.

4A, 4B and 4C show cutaway views of the composite girder according to FIGS. 3A-3E.

Figure 5 schematically shows a flow chart of the bridge construction method using a composite girder according to the present invention.

<Explanation of symbols for main parts of the drawings>

200: external steel 300: tension material

300a: inner tension member 300b: outer tension member

300a, 300b: Low-strength tension material 300c: High-strength tension material

400: girder concrete S: hollow part

600: slab

Claims (7)

Box-shaped steel extending in the longitudinal direction, the arc-shaped outer steel gradually decreases in cross-sectional height perpendicular to the longitudinal direction from both ends to the central portion, the concrete synthesized by being filled and integrated inside the outer steel In the bridge construction using the arch girder composite girder comprising a tension member installed in the longitudinal direction, The upper surface is formed with a hole for concrete pouring, arranged so that the upper tension member 300c extends in the longitudinal direction on both upper end surfaces, the bottom edges of both ends block inward, and the center of both lower end surfaces On both edge end surfaces formed inwardly by the end face and the block-out part, the inner tension member 300a and the outer tension member 300b, which are the inner tension member 300b, are disposed to extend in the longitudinal direction, and the lower tension tension member is disposed at both ends. Through and to prepare in advance the external steel 200 exposed to the outside between the inner both ends, The girder concrete is filled into the outer steel through the concrete casting hole of the outer steel to form an arch rib, and then a synthetic girder is manufactured. At both ends of the composite girder by using the first tension member which is a fixing device, the upper tension member (300c) and the central tension member (300a) to introduce a primary tension force to the composite girder, Mounting both ends of the supported composite girder on an alternating or pier; Slab 600 by slab concrete pouring is formed on the composite girder, A bridge construction method using an arch-shaped composite girder comprising a; step of introducing a secondary tension force to the composite girder using a secondary tension member which is a fixing device and an outer tension member (300b) at both ends of the composite girder. According to claim 1, wherein the outer steel is a hollow portion formed therein from the ends spaced inwardly from both ends to the outer steel center portion to exclude the arch rib concrete by the hollow portion, the hollow portion of the outer steel Bridge construction method using an arch-shaped composite girder to be formed by a partition wall vertically installed between the inner surface between the both ends and the central portion. According to claim 2, wherein the hollow portion is formed by the space between the two vertical plates and the outer outer surface of the outer steel plate which are spaced apart from each other in the longitudinal direction so as to form a concrete pouring passage in the longitudinal direction between the partition walls in the longitudinal direction. Bridge construction method using arched composite girders for bridges. 4. The bridge construction method according to claim 3, wherein the lower end of the vertical plate is inclined downward to be connected to the inner surface of the outer steel by an inclined plate. 4. The arch bridge of claim 3, wherein the concrete pouring hole is a hole extending continuously from the upper surface of both ends of the outer steel to the upper surface of the center portion of the outer steel so that concrete can be filled into the outer steel through the extended hole. Bridge construction method using composite girder. The method of claim 2, wherein the inner and outer tension members exposed to the outside are to be replaced by deterioration and breakage using non-attached tension members, A bridge construction method using an arch-shaped composite girder such that the tension of the inner tension member is greater than that of the outer tension material. The bridge construction method according to claim 5, wherein the portion inserted into the outer steel of the outer tension member is filled with a flexible filler in the sheath pipe formed in the outer steel so that the outer tension can be replaced.

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