KR20180117877A - Method of manufacturing prestressed composite girder, method thereof and of constructing continuous birdge upper structure of using same - Google Patents

Abstract

The present invention relates to a method to manufacture a prestressed steel composite girder, to fundamentally prevent a crack at an end part of casing concrete, and a continuous bridge construction method using the same. According to the present invention, the method to manufacture a prestressed steel composite girder comprises: a girder preparation step; a girder coating step; a steel girder supporting step; a rebar arrangement step of arranging a rebar in a first area of a steel girder to compose casing concrete thereto; a mold installation step of installing a mold for composing the casing concrete in the first area; a coating protection material installation step of installing a coating protection material for blocking a gap between the mold and an abutment of the steel girder, and between the mold and a vertical reinforcement member; a concrete composing step of composing the concrete casing to the steel girder; and a removal step of removing the mold and the coating protection material from the steel girder.

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method of manufacturing a prestressed steel composite girder and a method of constructing a continuous bridge using the steel composite girder manufactured by the method. ≪ Desc / Clms Page number 1 >

The present invention relates to a method of manufacturing a prestressed steel composite girder and a method of constructing a continuous bridge using the same. More specifically, it is possible to form a coated surface in a short time without damaging the painted surface of the composite girder, The present invention relates to a method of manufacturing a prestressed steel composite girder and a method of constructing a continuous bridge using the same, and more particularly, to a method of manufacturing a prestressed steel composite girder which suppresses cracks generated at the ends of casing concrete during the introduction of compressive prestress into casing concrete.

Generally, steel can resist effectively tensile force, but there is a problem that buckling occurs in compressive force, causing sudden collapse. Concrete can resist effectively compressive force, but is vulnerable to tensile force. There is a problem that the load-bearing capacity of the structure is rapidly reduced.

Accordingly, in the construction of a bridge, a girder that supports a pedestrian or an upper plate to which a vehicle passes is widely used as a composite girder made of a composite of steel and concrete. Generally, a steel composite girder is formed by pre-fabricating a steel girder to cover at least a part of the formwork, casting the unhardened concrete in the form, cementing the casing concrete to the steel girder.

The manufacturing process of steel composite girder is accompanied by a painting process which forms painted surface such as painting in order to prevent corrosion to steel which is exposed to the outside in the state of being installed in the bridge.

However, when the coating process is carried out after the synthesis of the casing concrete, it is necessary to construct a closed space in the field in order to suppress the spread of the coating liquid around the coating process during the coating process. Which leads to a problem that the consumption of the time becomes very large. On the other hand, when painting on the surface of a steel girder in advance at the factory, it is necessary to coat the concrete with a hardened concrete during the process of casting the concrete into the casing concrete form when manufacturing a steel composite girder for conveying the coated steel girder to the site, There arises a problem of contaminating the coated surface while bouncing on the surface, and there is a problem that the possibility of re-coating becomes very high.

Therefore, there is a great demand for an efficient method of forming a coating surface on the surface of a steel material exposed to the outside after the bridge construction.

On the other hand, a steel composite girder in which a steel girder and a casing concrete are combined has a structure in which a tension member is installed inside a casing concrete and a tension member is tensioned and fixed as described in Korean Patent Registration No. 10-1064731 It is also made by introducing compression prestress into casing concrete.

The method of introducing compressive prestress into the casing concrete can be selected by selecting at least one of the post tension method and the pre-tension method. If a length of the girder is sufficiently long and a large compression prestress is introduced, a sheath tube is installed in the casing concrete And a tension member in the form of a steel wire bundle is put in place to tension and fix the tension member.

However, in the steel composite girder, a plurality of vertical stiffeners for supporting the vertical force and shearing force are disposed on the abdomen portion including the end flank portions. After the casing concrete is sufficiently cured, the tension members in the sheath pipe are introduced The cracks of the concrete were found to occur due to the compressive deformation of the casing concrete and the interference with the vertical stiffener at the end portion of the casing.

Therefore, it is necessary to suppress the occurrence of cracks at the ends of the casing concrete in the process of introducing the tensile force into the tensile material embedded in the casing concrete synthesized at the lower edge of the steel composite girder.

The background art described above is not described in the prior art on the date of filing of the present application, but is described in order to clarify the problem to be solved by the present invention.

SUMMARY OF THE INVENTION It is an object of the present invention to provide a method of coating a surface of a steel material of a steel composite girder exposed to the outside under a bridge construction by a simple and inexpensive process.

It is another object of the present invention to suppress the generation of cracks at the ends of casing concrete in the process of tension-fixing the tensile material embedded in the casing concrete of the steel composite girder.

SUMMARY OF THE INVENTION The present invention has been made in order to solve the above problems, and it is an object of the present invention to provide a steel girder extending from a section including an upper flange, a lower flange, and a lower portion connecting the upper flange and the lower flange, A girder preparing step of preparing the steel girder including a plurality of vertical stiffeners spaced apart with respect to the longitudinal direction including the end flank; A girder coating step of coating a surface of the steel girder including a part of the surface of the steel material girder other than the first area of the steel material girder in which the casing concrete is synthesized, A steel girder supporting step for supporting the steel girder by supporting the steel girder to a support base, a turnbuckle for connecting the support bracket to the steel girder is connected to at least a part of the vertical reinforcing member to support the steel girder to the support base; A reinforcement step of placing reinforcing bars in a first region of the steel girder where the casing concrete is synthesized; A mold setting step of installing a mold for synthesizing the casing concrete in the first area; A step of installing a coating damage preventing material for blocking the abdomen of the steel girder and the vertical reinforcement and the formwork; A concrete synthesis step of pouring and curing unhardened concrete in the mold to synthesize the casing concrete on the steel girder; A removing step of removing the mold and the painting damage preventing material from the steel girder; The present invention also provides a method of manufacturing a composite steel girder.

In this case, the coating damage preventing member may be formed to connect the horizontal member fixed to the upper flange of the steel girder and the abdomen to form a cross-section enclosing the abdomen.

For example, the coating damage prevention material may be formed of a thin material such as vinyl, synthetic resin, or cloth.

The painting damage prevention material may be detachably attached and directly attached to the abrasive coating surface of the steel girder.

In addition, in the step of supporting the steel girder, the steel composite girder is installed at a diagonal bridge not orthogonal to the direction of intersection of the pier and the girder, and the vertical reinforcement connected to the support and the turnbuckle And a temporary support plate connected to the vertical stiffener so as to be bent in a horizontal direction when installed at the same angle as the sifting of the steel composite girder, wherein the temporary support plate is connected to the turnbuckle.

Meanwhile, in the girder supporting step, the turnbuckle is connected to the vertical stiffener at a point spaced from both ends by 1/5 to 1/3 of the length L of the steel girder, And the concrete synthesis step can be performed in a state in which the steel girder is mounted in the form of a mining bolt.

In the step of supporting the steel girder, the vertical stiffener connected to the support is formed with a connection hole for connection with the turnbuckle, and the steel composite girder is constructed so as to support at least two bridge decks, And a connecting hole formed in the vertical stiffener at the time of supporting the steel girder when the girder is connected to the girder adjacent to the transverse direction, may be used as a fastening hole for connecting the crossbar.

The girder coating step may be performed by coating the abdomen of the steel girder up to an area spaced by 50 mm or less upward from the boundary of the first area to form a coated surface and after the concrete forming step, An additional coating step of applying an additional coating to the sidewall between the first and second substrates; And the like.

Above all, according to the present invention, a sheath pipe is installed inside the casing concrete; A compression prestress introduction step of introducing a compression prestress into the casing concrete by tensioning and fixing the prestressing material with the steel wire bundle being embedded in the prestressing material in the sheath tube; The first vertical stiffener disposed at the end portion of the vertical stiffener may have a lower end extending only to the upper surface of the casing concrete.

In particular, a horizontal plate is formed at the lower end of the first vertical stiffener, and at least one through hole is formed in the horizontal plate; In the concrete synthesis step, the casing concrete is poured at a height that does not overflow the through-hole, so that cracking of the casing concrete can be reliably suppressed when a tensile force is introduced into the tensile material.

Further, an elastic material may be adhered to at least a part of the periphery of the horizontal plate so that the elastic deformation of the elastic material can partially accommodate the compression deformation amount of the casing concrete.

According to another aspect of the present invention, there is provided a vertical stiffener comprising: an upper flange; a lower flange; and a vertical stiffener extending from the upper flange downwardly along the stomach, the vertical stiffeners extending in a section including an abdomen connecting the upper flange and the lower flange, A steel girder spaced apart from the steel girder; A casing concrete synthesized in a cross section enclosing a lower flange of the steel girder; A tensile member formed of a steel wire bundle embedded in a sheath pipe passing through the casing concrete and fixed in a state in which a tensile force is introduced; And a first vertical stiffener disposed at an end portion of the vertical stiffeners has a lower end extending only to an upper surface of the casing concrete.

Here, a horizontal plate is formed at a lower end of the first vertical stiffener, and at least one through hole is formed in the horizontal plate; The casing concrete can be combined with the steel girder at a lower height than the upper surface of the horizontal plate.

An elastic material may be adhered to at least a part of the periphery of the horizontal plate.

The terms' longitudinal direction, 'diagonal direction' and similar terms defined in this specification and claims are defined to refer to the longitudinal direction of the girder, and the terms' lateral direction ',' transverse direction ' 'And similar terms are defined to refer to the horizontal direction perpendicular to the longitudinal direction of the girder.

According to the present invention configured as described above, a coating damage prevention material is provided on the steel girder in advance in the factory only for the surfaces other than the first area where the casing concrete is synthesized, and the coating damage prevention material is interposed between the coating surface and the formwork. It is possible to prevent the concrete from adhering to the coating surface in the course of synthesizing the casing concrete, and it is possible to obtain a favorable effect of enabling quick field construction while ensuring the quality of the coating surface.

According to the present invention, since the first vertical stiffener projecting downward from the upper flange at the end supporting point of the steel girder is extended only to the upper surface of the casing concrete, in the process of tightly fixing the tension material inserted into the casing concrete, The compressive displacement of the concrete is not interfered with the conventional vertical stiffener, so that there is obtained an effect of solving the problem that the end of the casing concrete is cracked due to the interference with the vertical stiffener.

In addition, in the present invention, since a horizontal member is formed at the lower end of the first vertical stiffener to contact with the casing concrete, a vertical force acting on the stipulated portion of the girder when the bridge is shared is supported by the first vertical stiffener and the casing concrete In addition, the operator can confirm that the casing concrete is not formed higher than the horizontal plane at the time of manufacturing the steel composite girder by forming the through hole in the horizontal plane, so that the installation height of the casing concrete can be set so that cracks do not occur at the ends It is possible to obtain an advantageous effect that can be accurately controlled by the height.

In addition, according to the present invention, since the elastic material is wrapped around the horizontal member at the lower end of the first vertical stiffener, the casing concrete undergoes compressive deformation in the course of tensing the tension material in the casing concrete, Even when the upper surface interferes with the horizontal member, the elasticity of the elastic material accommodates the elasticity of the elastic material, thereby preventing the damage to the end surface due to the compressive deformation of the casing concrete in the process of introducing the compression prestress into the casing concrete .

1 to 10 are views sequentially showing a method of manufacturing a composite steel girder according to an embodiment of the present invention,
1 is a perspective view showing a steel girder,
Fig. 2 is a perspective view showing the construction in which the steel girder of Fig. 1 is painted;
Fig. 3 is a perspective view showing a construction in which the steel girder of Fig. 2 is suspended on a support,
Fig. 4 is a perspective view showing a structure in which a coating damage preventing member is installed on the steel girder of Fig. 3 and a reinforcing bar and a sheath pipe are installed,
FIG. 5 is a perspective view showing a configuration in which a mold for composing casing concrete is installed to surround the lower flange of the steel girder of FIG. 4;
FIG. 6A is a perspective view showing a configuration in which unhardened concrete is laid in the formwork of FIG. 5,
FIG. 6B is a perspective view showing a construction in which a coating damage preventing material, which is made of a transparent material, is attached to a painting surface and an unhardened concrete is placed in a formwork to form a casing concrete,
7 is a view showing the curing process of the casing concrete placed,
8 is a perspective view showing a construction in which a form composite is removed after curing of a casing concrete and a steel composite girder, in which a girder is separated from a support,
Fig. 9 is a perspective view showing a construction in which a tension applied to a casing concrete of a steel composite girder of Fig. 8 is tensioned to introduce a compressive prestress into a casing concrete,
10 is a perspective view showing the finished steel composite girder,
11 is a side view of Fig. 10,
12A is an enlarged view of a portion 'B' in FIG. 9,
FIG. 12B is an enlarged view showing another embodiment of the portion 'B' in FIG. 9,
13A is an enlarged view showing another embodiment of the portion "A" in FIG. 3,
FIG. 13B is a cross-sectional view along the cutting line YY in FIG. 13A,
Fig. 14A is a view showing a construction in which the steel composite girder of Fig. 10 is mounted on the upper side of the first bridge pier in the longitudinal direction,
Fig. 14B is a view showing a configuration for forming the upper structure of the continuous bridge by connecting the steel composite girders of Fig. 14A in the longitudinal direction. Fig.

Hereinafter, a steel composite girder 100 according to an embodiment of the present invention and a manufacturing method thereof will be described in detail with reference to the accompanying drawings. In the following description, well-known functions or constructions are not described in detail to avoid obscuring the subject matter of the present invention.

10 and 11, the steel composite girder 100 according to the embodiment of the present invention includes a steel girder 110 having vertical stiffeners 115 distributed vertically along the longitudinal direction, The casing concrete 150 is inserted into the sheath pipe 140 of the casing concrete 150 and tightly fixed to the casing concrete 150 so as to enclose the lower flange of the casing concrete 110. The compression concrete is introduced into the casing concrete 150, And a tensile member 140a.

The steel girder 110 is formed to have a cross section including an upper flange 111, a lower flange 112 and an abdomen 113 connecting the upper flange 111 and the lower flange 112. As shown in the figure, the steel girder 110 may be formed as an I-shaped section having one abdomen, and may have various sections such as a ㅁ 'shape.

A plurality of vertical stiffeners 115 and 115 'are disposed on the steel girder 110 at intervals with respect to the longitudinal direction including the end portion.

Here, the vertical stiffeners 115 and 115 'are disposed to be spaced apart from each other in the longitudinal direction of the girder in a form extending downward from the upper flange 111. As shown in FIG. 1, the vertical stiffeners 115 are formed to connect the upper flange 111 and the lower flange 112, but the vertical stiffeners 115 and 115 ' The vertical stiffener 115 'extends so as to protrude from the abdomen 113 only up to the upper surface of the casing concrete 150.

This allows the casing concrete 150 at both ends of the girder to be pushed and deformed in the compression deformation direction 150d while the tension force P is introduced and fixed to the tension member 140a installed in the casing concrete 150 It is possible to prevent the casing concrete 150 from being interfered with the vertical stiffener 115 'at the ends while the casing concrete 150 is deformed. Therefore, when the casing concrete 150 is cracked during the introduction of the compression prestress into the casing concrete 150 The conventional problems can be solved.

1 and 12A, the first vertical stiffener 115 'positioned at the end fulcrum portion includes a vertical plate 1151 extending from the upper flange 111 and protruding from the abdomen, And a horizontal plate 1152 formed horizontally at the lower end of the lower plate 1151. The upper surface of the horizontal plate 1152 is exposed to the outside even after the casing concrete 150 is synthesized and the bottom surface of the horizontal plate 1152 is embedded in the casing concrete 150. In other words, the side surfaces 1152s of the horizontal plate 1152 are installed at least partially exposed outside the casing concrete.

The vertical force 115F acting on the fulcrum of the girder can be supported by the vertical plate 1151 and the casing concrete 150 in cooperation with each other through the horizontal plate 1152 and at the same time, It is possible to prevent the casing concrete from being damaged by the first vertical stiffener 115 'in the process of introducing the compression prestress.

Here, at least one through hole 1152a is formed in the horizontal plate 1152 of the first vertical stiffener 115 '. Accordingly, during the concrete pouring work for synthesizing the casing concrete 150, the operator inserts the uncured concrete into the pouring molds 80 and 80 ', while the concrete to be poured is poured into the through hole 1152a of the horizontal plate 1152 But it is possible to visually and accurately detect that the through hole 1152a is filled and does not overflow.

This makes it possible not only to make the upper surface of the casing concrete 150 adhered firmly to the bottom surface of the horizontal plate 1152 but also to prevent the horizontal plate 1152 from being embedded in the casing concrete 150, Cracks can be prevented from being generated in the casing concrete 150 due to the horizontal displacement 150d of the casing concrete 150 in the process of introducing the compression prestress into the concrete 150. [

On the other hand, as shown in FIG. 12B, elastic members 1152k may be formed on the side surfaces 1152s of the horizontal plate 1152 of the first vertical stiffener 115 '. As shown in the figure, the elastic material 1152k is preferably formed to surround the entire side surface, but it may be formed only on the side opposite to the direction 150d in which the compressive displacement of the casing concrete 150 occurs . The thickness of the elastic material 1152k may be a length corresponding to the compressive displacement of the casing concrete 150, and may be, for example, about 5 mm to 30 mm.

The surface of the casing concrete 150 is covered with the number of the first vertical stiffeners 115 'by the horizontal displacement 150d of the casing concrete 150 in the process of introducing the compression prestress into the casing concrete 150. [ It is possible to completely prevent cracks from being generated at the ends of the casing concrete 150 in the process of introducing the compression prestress by allowing the elastic material 1152k to accommodate the possibility that small cracks are generated on the surface by interfering with the flat plate 1152 Can be obtained.

The casing concrete 150 is formed to enclose the lower flange 112 of the steel girder 110 and the lower portion of the abdomen 113. Although the casing concrete 150 is illustrated as being wrapped around the lower flange 113 of the steel girder 110, the present invention is not limited to this and may be applied to any shape of the steel girder 110 Casing concrete can be synthesized.

4, a reinforcing bar 130 such as a longitudinal reinforcing bar, a lateral reinforcing bar, and a loop reinforcing bar is disposed in the casing concrete 150, and a sheath pipe 140 for installing the tensioning material 140a is installed in the casing concrete 150, . The arrangement of the tensional material 140a shown in Fig. 4 is exemplified by the configuration shown in Fig. 6a of Korean Registered Patent No. 10-0547619 of the present applicant. However, the present invention is not limited to this, May be disposed.

However, it is preferable that the tensile material 140a is formed in a bundle of steel wires in the sheath tube 140 in view of introducing a large tensile force at a time.

11, a moisture permeation preventive material 110x made of silicone is injected or coated on the joint portion where the surface of the abdomen 113 of the steel girder 110 meets the casing concrete 150. As shown in FIG. The steel composite girder 100 is used for the construction of the bridge to prevent moisture from penetrating between the steel girder 110 and the casing concrete 150 to prevent the steel girder 110 and the casing concrete 150 ) Can be maintained for a long period of time.

A method of manufacturing a composite steel girder according to an embodiment of the present invention will be described in detail.

Step 1 : First, as shown in Fig. 1, a cross section including an upper flange 111, a lower flange 112, and an abdomen 113 connecting the upper flange 111 and the lower flange 112 Thereby forming an elongated steel girder 110. As described above, in the steel girder 110, a plurality of vertical stiffeners 115 and 115 'are disposed with a space therebetween at an interval with respect to the longitudinal direction.

Step 2 : As shown in FIG. 2, the casing concrete 150 is combined with the steel girder 110, and the coating surface X2 is formed on the surface other than the first region X1 covering the steel girder 110 ) Is applied at the factory. In Figure 2, the area indicated in brown is the uncoated area, and the area marked in blue is the painted area.

That is, the coating surface X2 is not formed in the area where the casing concrete 150 or the bottom plate concrete 200 is synthesized to prevent the composite state of the concrete 150, 200 and the steel material from being hindered by the coating surface do. In the factory, since the girder is formed in the form of a segmented girder with respect to a part of its length, the portion where the segmented girder is connected in the longitudinal direction is left as the non-coated region 113c in order to assure the reliability of the welded joint.

The first area X1 and the sidewall area c of the coating area X2 are spaced apart from each other by a height corresponding to 20 mm to 50 mm from the upper boundary of the first area X1 in which the casing concrete 150 is synthesized It is used as a taping installation space for attaching the painting damage preventing member 120 installed at a later stage to the abdomen 113. [ As a result, it is possible to prevent the coating damage caused in the tape removing process after completion of the concrete pouring.

Although not shown in the drawings, the painting process can be performed over a wider area of the painting area X2 downward by 10 mm to 30 mm from the upper end of the first area X1 in which the casing concrete 150 is laid. That is, 10 to 30 mm of the coated surface may be embedded in the casing concrete. Accordingly, it is possible to fundamentally suppress the occurrence of corrosion due to the existence of a minute gap where no coating surface is formed on the joint surface where the surface of the casing concrete 150 meets the steel material belly portion 113.

As described above, the segmented girders subjected to the coating process are carried to the site and connected to each other in the longitudinal direction to become the shape of the steel girder 110 of FIG. That is, the connecting portion 113c of the segment girder is formed as an unscaled view.

Step 3 : Then, as shown in Fig. 3, the steel girder 110 is suspended on the support 90 so as to be spaced apart from the ground. The vertical stiffeners connected to the turnbuckles 95 of the support platform 90 among the vertical stiffeners 115 and 115 'of the steel girder 110 are formed with connection holes 115e through the connection holes 115e It is possible to connect and support the steel girder 110 with the turnbuckle 95.

Here, the vertical stiffeners 115 and 115 'of the steel girder 110 are for reinforcing the rigidity of the girder in the up-and-down direction so as to realize higher resistance. However, in a state in which two or more arrays are arranged on the bridge, (Not shown) for connecting to adjacent steel composite girders. A plurality of connection holes 115e may be formed in the vertical stiffeners 115 and 115 'to assist connection with the cross beams. The connection holes 115e are connected to the turnbuckle 95 of the support 90 It can act as an intermediary.

On the other hand, when the bridge constructed by the steel composite girder 100 arranged in a plurality of rows is a slant bridge inclined with respect to the bridge pier, as shown in Figs. 13A and 13B, The vertical stiffeners 115 and 115 'should be connected in a sloping manner, not perpendicular to the stomach 113, in order to connect the composite girder and the beam transversely. As described above, with respect to the vertical stiffeners 115 and 115 'of the steel composite girder installed in the slant bridge, the temporarily formed support plates 1153 are connected to the vertical stiffeners 115 and 115' in an inclined manner in the horizontal direction, The turnbuckle 95 can be connected to and supported by the vertical stiffeners 115 and 115 'by compensating a deviation of 90 degrees between the vertical stiffeners 115 and 115' and the abdomen 113. [

3, a support base 90 is arranged to support both ends of the steel girder 110. However, the present invention is not limited to this, and may be applied to the girder 110 from both ends of the steel girder 110, But may be supported in the form of minambular spaced apart by a distance (Le) separated by 1/5 to 1/3 of the total length (L).

Step 4 : Thereafter, as shown in Fig. 4, the coating surface X2 of the steel girder 110 and the laterally set mold 80 are formed so as to form a transverse section enclosing the painting surface X2 painted on the factory. The coating damage preventing member 120 is provided.

Here, the coating damage preventing member 120 may be formed of a thin material such as vinyl, synthetic resin, cloth, or the like.

The coating damage preventing member 120 is provided to prevent the concrete particles bouncing during the concrete pouring process from reaching the coating surface X2 of the abdomen portion 113. It is therefore necessary to completely wrap the coating surface X2 of the steel girder 110 However, considering the bending direction of the concrete poured particles, it is not necessary to wrap the longitudinally opposite ends as shown in Fig.

In order to facilitate the installation of the coating damage preventing member 120, a horizontal member 122 is placed on the upper flange 111 of the steel girder 110, The lower end of the coating damage preventing member 120 is fixed to the uncoated region c of the abdomen portion 113 while the horizontal member 122 is held in a state of being balanced. For example, the coating damage preventing member 120 can be easily fixed to the uncoated region c by the tape attaching method, and as the tape is attached to the uncoated region c, The coating surface X2 is not damaged even if the tape is separated after the casing concrete 150 is synthesized.

Meanwhile, the coating damage preventing member 120 may be formed by attaching a material such as transparent vinyl or the like to the painted portion with a material detachable to the steel plate as shown in FIG. 6B. At this time, when the casing damage prevention material 120 is removed after the casing concrete 150 is installed, it can be easily removed because of its weak adhesion with the coating surface.

Step 4 may be performed after the mold of step 6 is installed.

Step 5 : Before or after step 4, reinforcing bars such as longitudinal reinforcing bars, lateral reinforcing bars, and loop reinforcing bars are placed around the lower flange 112 where the casing concrete 150 is synthesized, The sheath tube 140 is installed.

Step 6 : After Step 5 is performed, a mold 80 for the synthesis of the casing concrete 150 is installed as shown in Fig. The mold 80 is installed so as to surround the lower flange 112.

5, the form 80 may be suspended from the steel girder 110 by means of a form support 85, and may be suspended by supporting it on the ground as shown in FIG. 6B. . The casing concrete 150 synthesized by the dies 80 hanging from the steel girder 110 can be synthesized in a stressless state since the weight of the casing concrete 150 is burdened by the steel girder 110 and the dies 80 ', The weight of the casing concrete 150 itself can be borne by itself, so that the load imposed on the steel girder can be reduced.

If necessary, the tension member 140a may be previously inserted into the sheath tube 140 in advance. Here, the tensile material 140a has a plurality of steel wires formed in a bundle shape, and the tensile force is introduced to the tensile material 140a in the form of a bundle of steel wires at once, which is advantageous in that the working efficiency is improved.

Step 7 : Then, as shown in FIGS. 6A and 6B, the uncured concrete is poured into the molds 80 and 80 '. The cement paste is inevitably splashed around the concrete in the process of casting the concrete. However, since the painting surface X2 subjected to the painting process at the factory is cut off by the coating damage preventing member 120 on the basis of the cross section, The painting surface of the painting area X2 painted at the factory is shielded by the painting damage preventing member 120 so that the painting surface is kept clean without any contamination.

At this time, although the unreinforced concrete is filled in the through hole 1152a of the horizontal plate 1152 of the first vertical stiffener 115 'at the both end supporting points of the girder, it is possible to fill the through hole 1152a of the horizontal plate 1152 The height of the upper surface of the casing concrete can be precisely adjusted to the horizontal plate 1152 of the first vertical stiffener 115 'by adjusting the amount of concrete pouring. Accordingly, the first vertical stiffener 115 'and the casing concrete 150 can cooperate to support the vertical force 115F.

When the concrete pouring is completed, as shown in Fig. 7, a lid 50 for blocking the facilities such as the support platform 90 and the steel girder 110 is installed to cure the concrete so as to exhibit sufficient strength.

On the other hand, the coating damage preventing member 120 may be removed immediately before the lid 50 for curing is installed, that is, after completion of pouring of the casing concrete.

Step 8 : The molds 80 and 80 'and the coating damage preventing material 120 are then removed as shown in FIG. 8 so that the casing concrete 150 is removed from the steel composite girder 110, To the ground support (40).

Here, it is preferable that the support rods 40 are supported in the same manner as the state in which the steel girder 110 is supported (Figs. 6A and 6B) at the time of the synthesis of the casing concrete. That is, as shown in FIG. 6A, when the casing concrete 150 is combined with the steel girder 110 in a state where both ends are supported, the ground support 40 is also supported in a state where the steel composite girder is supported on both ends. 6B, when the casing concrete 150 is synthesized on the steel girder 110, the ground support 40 also receives the steel composite girder in the form of min- (Le).

Step 9 : The tensioning device 77 is then installed on the end of the tensile member 140a and is fixed with the tensile force P introduced into the tensile member 140a, as shown in Fig. 9, 150 with a compressive prestress.

6B, the casing concrete 150 is synthesized on the steel girder 110 and the casing concrete 150 is supported on the ground while the support platform 40 is supported on the ground. A compressive prestress may be introduced.

12A and 12B, since the first vertical stiffener 115 'at both end support points of the casing concrete 150 is extended to only the upper surface of the casing concrete 150, the first vertical stiffener 115' Even if compressive deformation occurs at both ends of the casing concrete 150 in the direction indicated by 150d in FIG. 12b while introducing the tensile force P into the installed tensional material 140a, the casing concrete 150 may interfere with the vertical stiffener 115 ' So that no cracking phenomenon occurred due to the concentration of stress due to the interference with the first vertical stiffener 115 '.

12B, when the elastic members 1152k capable of being elastically deformed are wrapped around the side surfaces 1152s of the first vertical stiffener 115 ', the compressive deformation of the casing concrete 150 Even if a part of the upper surface of the casing concrete 150 interferes with the side surface 1152s of the horizontal plate 1152 according to the elastic member 1152k, part or more of the compression deformation amount is accommodated by the elastic member 1152k, It is possible to obtain a favorable effect of completely eliminating the possibility of local damage at the surface.

Step 10 : Thereafter, the tension device 77 used for tensioning and fixing the tension member 140a is removed, and as shown in Fig. 10, the uncoated portion 113c (c) Is applied by a method other than spraying (for example, brushing).

Painting process by brushing, etc. takes a long time, but since the most exposed area is already formed on the painting surface (X2) in the factory, the painting area is small and the additional painting time is not long.

Meanwhile, a moisture permeation preventing material made of silicone may be installed on the abutment surface of the steel girder and the casing concrete to further prevent the corrosion of the steel due to moisture penetration and the decrease in durability due to the deterioration of concrete.

Thus, as shown in FIG. 10, the manufacture of the composite steel girder 100 according to the present invention is completed.

The steel composite girder 100 manufactured as described above can be pulled up to a lower structure such as a pier or an alternating structure at any stage after step 8, step 9, Particularly, when the compacting process is performed before Step 9, since the casing concrete 150 is sufficiently cured, the effect of creep loss can be minimized.

Meanwhile, a continuous bridge can be constructed using the steel composite girder 100 manufactured as described above.

14A, the steel composite girder 100 is placed on a lower structure such as a pier, an alternate, or the like, and the steel composite girder 100 is placed over two spans with the first pier 20 interposed therebetween It is possible.

In the case where the steel composite girder is mounted with the first bridge pier 20 interposed therebetween, the steel composite girder 100 adjoining in the longitudinal direction to the first bridge pier 20 can be continuously connected have. To this end, it is necessary to install a formwork (not shown) for casting the connecting concrete 190 connecting longitudinally adjacent steel composite girders 100.

Likewise, reinforcing bars may be arranged between the steel composite girders 100 adjacent to each other in the longitudinal direction, and a tensile material may be disposed on the joint portion of the connecting portion neutral axis, if necessary. In addition, when the formwork for installing the connection concrete 190 is installed, the formwork can be installed in such a form that the first vertical stiffener 115 'disposed at the end portion of the girder is used as a part of the formwork.

As a result, the connecting concrete 119 is connected not only to the ends of the girders but also to the steel composite girder 100 so as to surround the exposed steel part, so that the upper structure of the continuous bridge connected in the longitudinal direction It is possible to obtain an advantage in construction.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is to be understood that the invention is not limited to the disclosed embodiments, but, on the contrary, is intended to cover various modifications and equivalent arrangements included within the spirit and scope of the invention.

80, 80 ': Form 85: Form support
90: support 95: turnbuckle
100: Steel composite girder 110: Steel girder
113: abdomen 115, 115 ': vertical stiffener
115 ': first vertical stiffener 1152: horizontal plate
1152a: through hole 1153: temporary support plate
120: paint damage prevention material 130: reinforcing steel
140: Sheath tube 140a: Tension material
150: casing concrete 200: bottom plate concrete

Claims (14)

A steel girder extending from a section including an upper flange, a lower flange, and an abdomen connecting the upper flange and the lower flange, wherein the steel girder is provided with a plurality of A girder preparation step of preparing the steel girder in which vertical stiffeners are disposed;
A girder coating step of coating a surface of the steel girder including a part of the surface of the steel material girder other than the first area of the steel material girder in which the casing concrete is synthesized,
A steel girder supporting step for supporting the steel girder by supporting the steel girder to a support base, a turnbuckle for connecting the support bracket to the steel girder is connected to at least a part of the vertical reinforcing member to support the steel girder to the support base;
A reinforcement step of placing reinforcing bars in a first region of the steel girder where the casing concrete is synthesized;
A mold setting step of installing a mold for synthesizing the casing concrete in the first area;
A step of installing a coating damage preventing material for blocking the abdomen of the steel girder and the vertical reinforcement and the formwork;
A concrete synthesis step of pouring and curing unhardened concrete in the mold to synthesize the casing concrete on the steel girder;
A removing step of removing the mold and the painting damage preventing material from the steel girder;
Wherein the steel composite girder is made of steel.
The method according to claim 1,
Wherein the coating damage preventing member is provided in a form connecting the horizontal member fixed to the upper flange of the steel girder and the abdomen to form a cross section enclosing the abdomen.
The method according to claim 1,
Wherein the painting damage preventing member is made of a detachable material and is directly attached to the painting surface of the abdomen of the steel girder.
The method of claim 1, wherein the step of supporting the steel girder comprises:
Wherein the steel composite girder is installed at a diagonal bridge not orthogonal to the direction of intersection between the bridge pier and the girder, and the vertical stiffener connected to the support bridge is disposed at a side of the girder Further comprising a temporary support plate installed in a direction perpendicular to the throttling axis and connected to the vertical stiffener in a horizontal direction so that the temporary support plate is connected to the turnbuckle.
The method according to claim 1,
In the step of supporting the steel girder, a connection hole for connection with the turnbuckle is formed in the vertical stiffener connected to the support,
The steel composite girder is constructed so that at least two steel girders support the bridge deck,
Wherein a connecting hole formed in the vertical stiffener in the step of supporting the steel girder when the girder is connected to the girder adjacent to the steel composite girder in the transverse direction is utilized as a fastening hole for connecting the beam.
The method according to claim 1,
The girder coating step may be performed by coating the abdomen of the steel girder up to an area spaced by 50 mm or less upward from the upper boundary of the first area to form a coated surface,
An additional coating step of applying an additional coating to the slack region between the coating surface and the casing concrete after the concrete synthesis step;
Wherein the steel composite girder is made of steel.
The method according to claim 1,
Wherein the step of painting the girder further comprises coating the abdomen of the steel girder by 10 to 30 mm downward from the upper boundary of the first region to form a coated surface.
8. The method according to any one of claims 1 to 7,
A sheath pipe is installed inside the casing concrete;
A compression prestress introduction step of introducing a compression prestress into the casing concrete by tensioning and fixing the prestressing material with the steel wire bundle being embedded in the prestressing material in the sheath tube;
Wherein a first vertical stiffener provided at an end portion of the vertical stiffener has a lower end extending only to an upper surface of the casing concrete.
9. The method of claim 8,
A horizontal plate is formed at a lower end of the first vertical stiffener, and at least one through hole is formed in the horizontal plate;
Wherein the concrete composing step is poured at a height that does not overflow the casing concrete by filling the through holes.
10. The method of claim 9,
Wherein an elastic material is adhered to at least a part of a periphery of the horizontal plate.
A vertical flange extending from the upper flange downwardly along the abdomen and extending vertically downwardly from the upper flange and extending downwardly along the abdomen, the upper flange, the lower flange and the abutment connecting the upper flange and the lower flange; A girder;
A casing concrete synthesized in a cross section enclosing a lower flange of the steel girder;
A tensile member formed of a steel wire bundle embedded in a sheath pipe passing through the casing concrete and fixed in a state in which a tensile force is introduced;
And a first vertical stiffener installed at an end portion of the vertical stiffeners has a lower end extending only to an upper surface of the casing concrete.
12. The method of claim 11,
A horizontal plate is formed at a lower end of the first vertical stiffener, and at least one through hole is formed in the horizontal plate;
And the casing concrete is synthesized on the steel girder at a lower height than the upper surface of the horizontal plate.
13. The method of claim 12,
And an elastic material is attached to at least a part of the periphery of the horizontal plate.
A method of manufacturing a steel composite girder, comprising the steps of: placing a steel composite girder according to any one of claims 11 to 13 on a lower structure, wherein the steel composite girder is placed over two spans over a first pier;
A mold setting step of installing a mold for connecting the steel composite girder adjacent to the first pier in the longitudinal direction, wherein the first vertical stiffener is used as a part of the mold;
A girder connecting step of placing the uncured concrete in the formwork and curing it and connecting the steel composite girders adjoining in the longitudinal direction;
A method of constructing a continuous bridge

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