KR102270427B1 - Composite rahmen bridge and constructing method thereof - Google Patents

Abstract

The present invention relates to a steel composite ramen bridge and its construction method, which are formed to protrude upward from a wall and are arranged in a plurality in the direction perpendicular to the bridge axis, and the width in the direction perpendicular to the bridge axis is provided at the upper end with a wider width larger than that at the lower end. and; a steel girder installed so that both ends are supported on the support steel type; Concrete in which at least a portion of the steel girder and the support steel type are integrated with the wall; To provide a steel composite ramen bridge and its construction method, which is configured to include, is stable in overturning after construction and prevents the elastic pad from being separated by maintaining its position even if excessive longitudinal inclination occurs during installation of the steel girder.

Description

Steel composite ramen bridge and its construction method {COMPOSITE RAHMEN BRIDGE AND CONSTRUCTING METHOD THEREOF}

The present invention relates to a steel composite ramen bridge and its construction method, which more reliably prevents the steel girder from overturning in the construction state of the supporting steel type against the wall, and more reliably secures the elastic pad in the process of mounting the steel girder to the supporting steel type. It relates to a steel composite ramen bridge and its construction method, which maintains it in place and improves resistance performance against shear force, bending moment and axial force acting during common use.

In general, bridges are constructed so that vehicles can more conveniently pass through rivers, seas, or valleys. A girder manufactured to withstand the fixed and live loads acting on the upper structure, and a vehicle, etc., pass on the upper side of the girder. It is made of concrete floor plate formed in the shape of a plate so that

Among the bridge types, the Rahmen Bridge increases overall structural rigidity by unifying the bridge's lower structure and upper structure, and reduces the size of the bending moment generated in the center of the span. Instead, the size of the reduced bending moment is borne by the piers and abutments. It is a type of bridge that

Various methods for the construction of the Ramen Bridge have been proposed in the meantime, but there is a prestressed steel reinforced concrete composite type Ramen bridge and its construction method, which was recently proposed by Moon et al. and patented as Korean Patent Publication No. 10-0770574. According to this, as shown in FIG. 1 , the support steel type 20 is previously installed on the wall 10 , and the I-shaped steel girder 30 is mounted on the support steel type 2 , and then the steel composite girder 30 . A steel composite ramen bridge (9) in which the residual wall concrete (40) and the floor plate concrete (50) are simultaneously poured to unite the wall (10) with the steel composite (9) has been proposed.

In the construction process of the steel composite ramen bridge 9, in the process of mounting the I-shaped steel girder 30 on the supporting steel type 20 before pouring the residual wall concrete 40, the width of the supporting steel type 20 ( When w2) is equal to or larger than the width w3 of the lower flange of the steel girder 30, the steel girder 20 is stably mounted on the support steel type 20 to prevent the overturning (30r). have.

However, despite the fact that the support steel type 20 is not a member that is embedded in the residual wall concrete 40 formed integrally with the wall 10 and receives a large stress, as shown in FIG. 2, the steel girder 30 Forming it with a width w2 wide enough to mount it has been a cause of an increase in construction cost as an excessive amount of steel is used.

On the other hand, an elastic pad 60 is sometimes installed between the support steel type 20 and the steel girder 30 of the steel composite ramen bridge 9, and the elastic pad 60 is installed on the upper surface of the support steel type 20. In the process of mounting the steel girder 30 in the mounted state, the steel girder 30 is tilted in the longitudinal direction to push the elastic pad 60, making it difficult to accurately install the elastic pad 60 at a predetermined position. there was also

On the other hand, in the state where the steel girder 30 is mounted on the supporting steel mold 20, the installation process of the formwork for constructing the residual wall concrete 40 and the floor plate 50 and the process of pouring concrete are performed, This process takes tens of days to several months. Therefore, even if the steel girder 30 is mounted on a sufficiently wide support steel type 20, a large wind load acts during the installation process of the formwork, or if the concrete pouring process is performed carelessly, the possibility of overturning the steel girder 30 is increased. It still exists. Therefore, a method for stably positioning the steel girder 30 in a state in which the steel girder 30 is mounted to be supported on the support steel type 20 is being sought.

On the other hand, in the steel composite ramen bridge 9 that has been constructed and is in common use, the axial force (Fs) in the longitudinal direction of the steel girder 30, the shear force (V) in the vertical direction, and the bending moment according to the fixed and live loads (M) acts on the right leg (A). For this reason, as shown in FIG. 3 , cases in which cracks 98 and 99 are generated at the junction with the steel girder 20 of the residual wall concrete 40 have been reported several times.

As such, there is an urgent need for a method capable of suppressing damage to the residual wall concrete 40 due to various loads acting during the common use of the steel composite ramen bridge 9 .

[Patent Literature]

Republic of Korea Patent Publication No. 10-0638673 (2006. 10. 19)

In order to solve the above-described problems, the present invention aims to reduce the construction cost by reducing the unnecessary amount of steel material while reducing the possibility of falling by stably mounting the steel girder on the bearing steel type in the construction process of the bridge.

At the same time, an object of the present invention is to fundamentally prevent overturning by restraining the lateral displacement of the steel girder during the formwork installation process and the concrete pouring process performed in a state in which the steel girder is mounted on the support steel type.

In addition, an object of the present invention is to stably maintain the position of the elastic pad interposed between the steel girder and the support steel type in a stable position even when a force pushing in the axial direction by the steel girder acts.

Above all, an object of the present invention is to provide a structure that suppresses cracks occurring in the concrete of the residual wall surrounding the end of the steel girder by the axial force, shear force, and bending moment acting during the common use of the bridge.

In order to achieve the object as described above, the present invention is formed to protrude upward from the wall and arranged in a plurality in the direction perpendicular to the bridge axis, the width in the direction perpendicular to the bridge axis is larger than that of the lower steel type forming the lower end portion is provided at the upper end with a ribbed rib; a steel girder installed so that both ends are supported on the support steel type; Residual wall concrete formed to integrate at least a portion of the steel girder and the supporting steel shape with the wall; It provides a rigid ramen bridge, characterized in that it is configured to include.

In addition, the present invention is formed to protrude upward from the wall and a plurality of support steel type arranged in a direction perpendicular to the axis of the bridge; It has an upper flange, a lower flange, and an abdomen connecting the upper flange and the lower flange, extending in a cross-section including an I-shape, and formed of steel, extending downward from the upper flange, the abdomen and the lower flange a steel girder provided with a wall end acupressure plate formed to extend to the lower side of the lower flange in a surrounding form, and arranged in a plurality of rows so that both ends are supported by the support steel type; a residual wall concrete formed so as to integrate a part of the steel girder and the supporting steel shape with the wall; a bottom plate synthesized on the upper side of the steel girder; It is configured to include, and the wall end acupressure plate provides a rigid composite ramen bridge, characterized in that at least a portion is exposed on the front surface of the remaining wall concrete.

On the other hand, according to another field of the invention, the present invention provides a construction method of a rigid composite ramen bridge, comprising the steps of installing a plurality of support steel beams protruding upward from a wall in a direction perpendicular to the bridge axis; It has an upper flange, a lower flange, and an abdomen connecting the upper flange and the lower flange, extending in a cross section including an I-shape, and formed of steel, the upper flange and the upper flange at the end supported by the support steel type A point vertical reinforcement vertically connecting the lower flange, and extending downward from the upper flange at a position spaced from the vertical reinforcement toward the center of the span to surround the abdomen and the lower flange, extending to the lower side of the lower flange A steel girder preparation step of preparing a steel girder having a wall end acupressure plate; a steel girder installation step of installing the steel girder so as to be supported on the supporting steel type; a formwork installation step of installing a wall formwork for pouring concrete for integrating a part of the steel girder and the supporting steel type with the wall; a residual wall installation step of integrating a part of the steel girder and the supporting steel type with the wall by the residual wall concrete in which the concrete is poured into the formwork; a floor plate installation step of installing the floor plate concrete to the steel girder; It provides a construction method of a steel composite Ramen bridge, characterized in that it is configured to include.

On the other hand, 'longitudinal direction' and similar terms described in this specification and claims refer to the bridge axis direction, and 'transverse direction', 'width direction' and similar terms described in this specification and claims are the bridge It is defined as referring to the horizontal direction as a direction perpendicular to the axis of .

The 'front' described in this specification and claims is defined as referring to the surface facing the center of the span of the residual wall concrete.

According to the present invention, the present invention forms a supporting steel type with a wider part with a larger width in the upper part than in the lower part, thereby reducing the unnecessary use of steel material and stably mounting the steel girder on the upper surface of the wide part. It can be obtained.

According to the present invention, a fall prevention member fixing part for fixing a fall prevention member connected to a steel girder is provided in the widened part of the support steel type, and the steel girder is mounted on the support steel type protruding upward from the wall to the fall prevention member. By restraining the lateral displacement of the steel girder by this, it is possible to obtain the effect of stably maintaining conduction due to wind load, etc. for a long time.

According to the present invention, in forming the widening part, by forming the upper end of the widening flange spaced apart in the throttle direction higher than the upper plate supporting the elastic pad, the force caused by the elastic pad mounted on the upper plate being pushed by the girder, etc. in the throttle direction Even if it acts as an elastic pad, it is possible to obtain the effect of reliably performing the role of elastic support between the steel girder and the support steel type by maintaining the position of the elastic pad in the correct position.

According to the present invention, the wall end acupressure plate extending downward from the upper flange of the steel girder to the lower flange and the abdomen and extending downward to the lower side of the lower flange is provided at the position where the steel girder and the residual wall concrete are in contact. By dispersing and resisting the stress due to the axial force and bending moment acting in the direction to the residual wall concrete, it is possible to obtain the effect of suppressing cracks in the adjacent part of the steel girder and the residual wall concrete.

Here, according to the present invention, the first surface of the wall end acupressure plate of the steel girder facing the girder end is attached to the front surface of the residual wall concrete, and the second surface facing the side surface and the span center of the wall end acupressure plate is the residual wall It is arranged so as to be exposed on the front of the concrete and suppresses damage to the concrete of the residual wall due to the shear force acting greatly at both ends of the ramen bridge, while distributing and supporting the stress caused by the axial force and bending moment to the concrete of the residual wall, so that the steel girder Cracks can be suppressed at the point where the concrete and residual wall concrete meet each other.

On the other hand, according to the present invention, the wall end acupressure plate of the steel girder is embedded in the first surface toward the end of the girder and a part of the side surface of the wall end acupressure plate is embedded in the front surface of the remaining wall concrete, and the center span of the wall end acupressure plate is It may be arranged so that the facing second surface is exposed on the front of the remaining wall concrete. In this case, the elastic material is interposed in the section including the bottom surface among the side surfaces of the wall end acupressure plate, thereby reducing the shear force acting greatly at both ends of the ramen bridge. By accommodating it as an elastic material and distributing and supporting the stress due to axial force and bending moment to the residual wall concrete, it is possible to suppress cracks at the point where the steel girder and the residual wall concrete meet each other.

According to the present invention, the steel girder is provided with an additional acupressure reinforcing material composed of a horizontal material and a vertical material to additionally support the cross-sectional force, and the transverse reinforcing material is connected and installed to the steel girder through this in the transverse direction, but the first flange of the transverse reinforcing material and Since the second flange is arranged parallel to the wall end acupressure plate, it is possible to obtain the effect of effectively resisting the axial force acting on the bridge.

Through this, the present invention suppresses cracks occurring in the residual wall concrete surrounding the end of the steel girder by the axial force, shear force, and bending moment acting during the common use of the bridge, and reduces the possibility of conduction of the steel girder during construction, and the amount of steel used This can have the effect of lowering the construction cost.

1 is a front view showing the configuration of a general rigid composite Ramen bridge;
Figure 2 is a side view of a state in which a steel girder is mounted on a support steel type in the process of constructing a steel composite ramen bridge;
3 is an enlarged view of part 'A' of FIG. 1;
4 is a front view showing the configuration of a rigid composite ramen bridge according to the first embodiment of the present invention;
Fig. 5 is a cross-sectional view taken along line CC and DD of Fig. 4;
Figure 6a is an enlarged view of the right leg part 'B' of Figure 4,
Figure 6b is an enlarged view of the right leg of the rigid composite ramen bridge according to the second embodiment of the present invention corresponding to the portion 'B' in Figure 4;
7 is a view showing a manufacturing sequence of a support steel type applicable to the present invention;
8 is a view showing a manufacturing sequence of another type of support steel type applicable to the present invention;
9 is a perspective view showing a configuration in which a support steel type is installed on a wall;
10 is a perspective view showing a state in which an elastic pad is installed on the rigid support type of FIG. 9;
11 is a perspective view showing a state in which a steel girder is mounted on the support steel type of FIG. 10;
12 is a perspective view showing a state in which the fall of the steel girder of FIG. 11 is physically restrained and prevented;
13 is a perspective view showing a state in which a steel girder according to another embodiment of the present invention is mounted on a supporting steel type;
14 is a perspective view showing a state in which a transverse reinforcement is connected to the steel girder of FIG. 13;
15 is a perspective view of the end configuration of the steel composite ramen bridge according to the first embodiment in a state in which the residual wall concrete and the floor plate are poured;
16 is a perspective view of the end configuration of the steel composite ramen bridge according to the second embodiment in a state in which the remaining wall concrete and the floor plate are poured;
17 is a perspective view showing the shape of the integral member of the support steel type and the steel girder applied to the present invention.

Hereinafter, the present invention will be described in detail with reference to the accompanying drawings. However, in describing the present invention, detailed descriptions of well-known functions or configurations will be omitted in order to clarify the gist of the present invention.

As shown in the drawing, the rigid composite ramen bridge 100 according to an embodiment of the present invention includes a support steel type 120 installed to protrude upward from a wall 10, and a support steel type 120 mounted on the support steel type 120. The steel girder 130, the residual wall concrete 140 formed by being cast on site to cover at least a part of the end of the steel girder 130 from the wall 10, and the floor plate synthesized on the upper side of the steel girder 130 ( 150) and is configured to include an elastic pad 160 interposed between the support steel type 120 and the steel girder 130.

The support rigid type 120 includes a lower rigid type 121 installed to protrude upward from the already erected wall 10, and an upper end of the lower rigid type 121 in the direction perpendicular to the throttle axis at the lower end of the lower rigid type 121. The widened portion 120U having a larger width Wu than the width Wd is provided. The lower rigid 121 may be formed in various cross-sections, and may be extended to have an H-shaped cross-section as shown in FIGS. 7 and 8 .

As shown in FIG. 7 , the widened portion 120U includes a pair of widened flanges 122 , a vertical stiffener 124 coupled in a standing state to reinforce the rigidity of the widened flange 122 , and a vertical stiffener 124 . ) includes a top plate 125 that is installed to be supported on the top surface.

Here, the wide flange 122 may be integrally formed with the lower rigid form 121 at the upper portion of the lower rigid form 121 as shown in FIG. 7A . The wide flange 122 has a width Wu that is 1.5 times or more greater than the width Wd of the lower portion of the lower rigid shape 121 and is arranged to be spaced apart from each other in the throttle direction.

And, the vertical reinforcing member 124 is coupled in a state of standing on any one or more of the upper part of the wide flange 122 and the lower rigid type 121 between the pair of wide flanges 122 to reinforce the rigidity in the vertical direction. As shown in (b) of FIG. 7 , the vertical reinforcement 124 may be coupled to the widened flange 122 in a form vertically arranged on the widened flange 122 , and the upper part of the lower rigid type 121 . It may be coupled with a cross section similar to that of the wide flange 122 on the abdomen portion of the . Although not shown in the drawings, the vertical reinforcement may be combined in a standing form that connects the pair of wide flanges 122 in the throttle direction. As shown in (b) of Figure 7, the upper end of the vertical reinforcement 124 is installed so as to be disposed on the lower side with an interval marked with 'x' compared to the upper end of the wide flange 122. As shown in (b) of FIG. 7 , the vertical reinforcement 124 may be welded to the upper part of the wide flange 122 or the lower rigid type 121 .

The upper plate 125 is mounted to be supported on any one or more of the upper surface of the upper surface of the upper side of the lower rigid member 124 and the abdomen of the lower rigid member 121 to be coupled installed. The upper plate 124 may be installed to be mounted by its own weight, or may be coupled by welding. 9, in a state in which the upper plate 125 is installed to be supported by the vertical reinforcement 124, the upper surface of the upper plate 125 has a height indicated by 'y' compared to the upper end of the pair of wide flanges 122. placed lower as Through this, the elastic pad 160 mounted to be supported on the upper plate 125 is in a state where the position is constrained in the throttle direction.

Here, the dimension of 'y' constrains the movement in the horizontal direction of the elastic pad 160 , but smaller than the height of the elastic pad 160 that is compressed and deformed by the steel girder 130 placed on the elastic pad 160 . determined by dimensions Here, "constraining the movement of the elastic pad 160 in the horizontal direction" does not restrict the shear deformation of the elastic pad in the horizontal direction, but means preventing the elastic pad 160 itself from moving due to a horizontal load or the like. do.

The upper end of the widening flange is formed higher than the upper surface of the upper plate, and the elastic pad 160 positioned between the upper surface of the upper plate and the steel girder is protruded in the throttle direction by the wide flange 122 (Fig. 10). in the 'z' direction).

On the other hand, although not shown in FIG. 7, as shown in FIG. 9, both sides of the pair of wide flanges 122 in the direction perpendicular to the bridge axis may be covered by the side plate 126, and the side plate 126 is It is welded to the wide flange 122 to reinforce the rigidity in the vertical direction. In addition, the height of the upper end of the side plate 126 is also higher than the upper surface of the upper plate 125 , and in a state where the elastic pad 160 is placed on the upper plate 125 , in the direction perpendicular to the axis of the elastic pad 160 . Movement is also constrained by the side plate 126 .

On the other hand, according to another embodiment of the present invention, as shown in Figure 8, the support steel type (120') may constitute the widening portion (120U) by fastening bolts. That is, a bolt hole 121a is formed at the upper end of the lower rigid form 121 , and a pair of wide flanges 122 ′ are fixed to the upper end of the lower rigid form 121 by bolting. That is, the wide flange may be formed integrally with the lower rigid shape 121 as shown in FIG. 7 or may be formed by combining separate members with each other as shown in FIG. 8 .

Then, the vertical reinforcement 124 for reinforcing the rigidity in the vertical direction is welded to the upper part of the pair of wide flanges 122 and the lower rigid type 121 by welding, and then the upper plate 125 to be supported by the vertical reinforcement 124 . ) by attaching and combining the support rigid type (120') may be configured.

The support steel types 120 and 120' produced as described above may be assembled on-site, but by being pre-fabricated in a factory and transported to the construction site of the steel composite ramen bridge 100 and installed, the construction time at the site is shortened. may contribute to

In addition, as shown in Fig. 14, the support steel type (120, 120') may be fixed by driving anchor bolts to the existing wall 10, and as shown in Figs. 9 to 11, the existing wall ( When pouring 10), a part of the lower part may be fixed in the form of being embedded in the wall 10 .

As described above, as the widened portion 120U is provided in the support steel types 120 and 120 ′, the transverse width Wu is increased to reduce the possibility of conduction in a state in which the steel girder 130 is erected.

The steel girder 130 is mounted and installed on the elastic pad 160 in a state in which the elastic pad 160 is installed in the widened portion 120U.

To this end, first, before the steel girder 130 is mounted on the widened portion 120U, as shown in FIG. 10 , the elastic pad 160 is mounted on the upper plate 125 of the supporting steel type 120 . . Even if the elastic pad 160 is not fixed by attaching it to the upper plate 125, the elastic pad 160 physically interferes with the upper end of the wide flange 122 and the side plate 126 in the longitudinal and lateral directions, respectively, during construction. A force is transmitted to the elastic pad 160 through the steel girder 130, or a force pushing or pulling the elastic pad 160 is applied while the steel girder 130 is slightly tilted during construction, or the widening portion 120U is Even if it is installed in an inclined state, the elastic pad 160 always maintains a state positioned in place.

Then, the upper flange 130a, the lower flange 130b, and the abdomen 130c connecting the upper flange 130a and the lower flange 130b are extended in a cross section including an I-shape and are made of steel. The formed steel girder 130 is prepared in the field. This may be formed by manufacturing a steel girder of span length on site, or by connecting a plurality of segmented girders pre-fabricated at the factory in the field.

11, the steel girder 130 has a point vertical stiffener 131 at a position aligned with the central portion in the throttle direction of the support steel type 120. The upper flange 130a and the lower flange 130b are perpendicular to each other. It is formed in a form attached to the abdomen (130c) while connecting. Accordingly, during construction, the end vertical force is smoothly transmitted and supported through the steel girder 130 and the support steel type 120 and the wall 10 .

Then, the wall end acupressure plate 135 is formed at the position where the remaining wall concrete 140 is joined to the front surface (front, 140s) in the poured state. The wall end acupressure plate 135 extends downward in the vertical (vertical) direction from the upper flange 130a of the steel girder 130, and surrounds the abdomen 130c and the lower flange 130b, compared to the lower flange 130b. It is formed extending down to the bottom.

Here, the wall end acupressure plate 135 is, as shown in FIGS. 6a and 15, the first surface 135s1 facing the end of the steel girder 130 is attached to the front surface 140s of the remaining wall concrete 140 The second surface (135s2) and the side surface (135s3) of the wall end acupressure plate 135 facing the center of the span of the wall end acupressure plate 135 are installed to be exposed to the outside. As shown in FIG. 13 , a plurality of shear connecting members 135a such as stud bolts may be protruded from the first surface 135s1 facing the wall 10 .

Accordingly, referring to FIG. 6A , even if the shear force V is applied in the vertical direction, the wall end acupressure plate 135 has a vertical cross section exposed outside of the remaining wall concrete 140, so that the wall end acupressure plate 135 is applied to the wall end acupressure plate 135. The shear force (V) is not transmitted to the remaining wall concrete (140). At the same time, when an axial force (Fs) or a bending moment (M) having a horizontal component acts, the force of the horizontal component transmitted by the steel girder 130 is a wide residual wall by the wall end acupressure plate 135 While being dispersed into the concrete 140, stress is concentrated at the boundary between the steel girder 130 and the residual wall concrete 140 to suppress the occurrence of cracks. Furthermore, the force distributed to the residual wall concrete 140 by the wall end acupressure plate 135 is supported by a double resistance by the wall end acupressure plate 135 and the support steel type 120 fixedly installed, so the residual wall concrete 140 ), the stress transferred within is more effectively dispersed and supported to prevent the concrete 140 from being damaged.

Here, referring to FIG. 6a , the horizontal distance (b) between the wall end acupressure plate 135 and the supporting steel type 120 is the height of the lower end 135e of the wall end acupressure plate 135 and the upper end of the supporting rigid type 120 . By being set to 5 times or less of the deviation (a), the dispersion effect by the wall end acupressure plate 135 and the resistance support effect by the support rigid type 120 can be obtained at the same time. The horizontal distance (b) between the wall end acupressure plate 135 and the rigid support plate 120 is greater than 5 times the height deviation (a) from the lower end of the wall end acupressure plate 135 to the upper end of the support rigid plate 120. Since all of the stress distributed by the end pressure plate 135 must be supported by the residual wall concrete 140 , the resistance support effect by the support steel type 120 becomes insignificant, which is not preferable.

On the other hand, according to the second embodiment of the present invention, the wall end acupressure plate 135 is a first surface (135s1) and a side surface (135s3) facing the end of the steel girder 130, as shown in Figures 6b and 16. It can be installed so that only the second surface 135s2 facing the center of the span of the wall end acupressure plate 135 is buried inside the front surface 140s of the residual wall concrete 140 to be exposed to the outside.

This is, in the first embodiment described above, the process of arranging the wall formwork 77 for synthesizing the residual wall concrete 140 in parallel with the wall end acupressure plate 135 is very difficult, but as shown in FIG. As shown, in the second embodiment of the present invention, the wall formwork 77 for synthesizing the residual wall concrete 140 is installed to be supported on the wall end acupressure plate 135 in a shape that covers the wall end acupressure plate 135. , it is possible to obtain the advantage that the installation process of the formwork can be performed more easily.

Referring to Figure 6b, since the wall end acupressure plate 135 is embedded in the residual wall concrete 140, the shear force V in the vertical direction in the rigid composite ramen bridge 100 is applied to the front surface of the residual wall concrete 140 ( 140s) can be transmitted as is. Accordingly, the elastic material 170 surrounding the entire lower end and both lower regions of the wall end acupressure plate 135 is installed, and the shear force (V) transmitted by the wall end acupressure plate 135 is accommodated in the elastic material 70. It is not transmitted to the remaining wall concrete 140 .

At the same time, like the configuration of Fig. 6a described above, at the same time, when an axial force Fs or a bending moment M having a horizontal component acts, the horizontal component force transmitted by the steel girder 130 is the wall Distributed to the wide residual wall concrete 140 by the end acupressure plate 135, and the stress dispersed in the residual wall concrete 140 is supported by the support steel type 120 located on the end side, the steel girder 130 in the prior art ) and the residual wall concrete 140, it is possible to solve the problem of cracks 99 due to stress concentration at the boundary and realize a more reliable Ramen bridge structure.

On the other hand, as shown in Figure 13, the end pressure plate 133 is arranged in the vertical direction to the end of the lower flange 130b of the steel girder 130' coupled may be provided. The end acupressure plate 133 disperses the force component pushing toward the end under the neutral axis of the girder by the bending moment acting on the steel girder 130 to the remaining wall concrete 140 outside the end of the steel girder 130. can do it

That is, in the structure in which the end acupressure plate 133 is not provided, the local tensile stress (compression flange thickness corner part) due to the force pushing the residual wall concrete 140 from the lower edge of the neutral axis of the girder end by the moment component due to the common load. ), but the crack 98 is generated, the present invention is provided with an end acupressure plate 133 on the lower flange of the end of the steel girder 130, it is possible to control the magnitude of the stress so as not to reach the crack while the local stress is dispersed.

As shown in Figure 13, between the vertical reinforcement member 131 and the wall end acupressure plate 135 at the end of the steel girder 130, the horizontal member 137a coupled to the abdomen of the steel girder 130, and the steel girder An additional acupressure reinforcement 137 made of a vertical member 137b coupled to the abdomen and lower flange of the 130 may be provided.

The shear force (V) in the vertical direction by the additional acupressure reinforcing material 137 is resistively supported through the horizontal member 137a, and at the same time, the axial force Fs may be additionally resistively supported by the vertical member 137b.

As shown in FIG. 14, in the steel composite ramen bridge 100, the steel girder 130 forms a plurality of rows and is disposed in the transverse direction, so that the transverse reinforcement 180 connecting the steel girder 130 in the transverse direction. It can also resist various force components acting on the right leg. In particular, the transverse reinforcement 180 is spaced apart from the first flange 181 and the first flange 181 and the throttle axis in parallel to the wall end acupressure plate 135 and the first flange 181 and The second flange 182 arranged in parallel, the first flange 181 and the second flange 182 may be extended to include an H-shaped cross section made of a connecting member 183 extending in the horizontal direction. And, here, the connecting material 183 of the transverse reinforcement 180 may be integrally coupled to the bolt hole formed in the horizontal member 137a of the additional acupressure reinforcement 137 by bolting, or integrally coupled by welding or the like, steel material It is integrally coupled to the girder 130'.

As such, the transverse reinforcement 180 is arranged to connect the steel girder 130 in the transverse direction in a state in which the first flange 181 and the second flange 182 are erected, and the bending is concentrated on the right leg of the bridge. It is possible to obtain the advantage of more effectively resisting the stress of the horizontal component according to the moment (M) and the axial force (Fs) with the cross sections of the first flange 181 and the second flange 182 .

On the other hand, as described above, the steel girder (130, 130') according to the present invention is manufactured separately from the supporting steel type (120, 120') and may be configured to be mounted on the widened portion 120U, but another embodiment of the present invention According to the form, as shown in Fig. 17, the steel girder 230 and the supporting steel type 220 are integrally manufactured, and the structure of the steel composite ramen bridge is also included in the method of lifting it up with a crane and coupling it to the wall. do.

On the other hand, when the steel girder 130 is mounted on the support steel type 120, if the installation of the transverse reinforcement 180 is omitted or before installation, there is a possibility that the steel girder 130 will overturn due to wind load. do.

In order to prevent this, as shown in FIG. 12 , in the support steel type 120 , a fall prevention member fixing part 129 is formed in the form of a rod connecting a pair of wide flanges 122 , and a steel girder 130 . It may be configured to fix the fall prevention member 88 extending from the fixing hole 130y of the.

Through this, by providing the fall prevention member fixing part 129 in the widening part 120U provided on the upper part of the supporting steel type 120 protruding from the wall 10, the fall prevention extending from the falling prevention member fixing part 129 is prevented. By constraining the posture of the steel girder 130 on both sides of the steel girder 130 with the member 88, it is possible to reliably prevent the overturn of the steel girder to implement safer and more reliable construction.

The fall prevention member 88 may be installed as a cable, as shown in FIG. 12, and may be installed as a steel member such as a A-beam or a C-beam. In addition, the fall prevention member fixing part 129 may be formed in the form of a rod connecting a pair of wide flanges 122 , and although not shown in this figure, the upper plate 125 is moved in the transverse direction than the elastic pad 126 . After securing a wide width, by installing a ring member on both ends of the width in the transverse direction of the upper plate 125, the ring member and the fall prevention member may be coupled with a bolt or the like.

The residual wall concrete 140 is reinforced with reinforcing bars 142 such as longitudinal reinforcing bars 142a and loop reinforcing bars 142b around the support steel type 120 and the steel girder 130, and the wall 10 In the state in which the wall formwork 77 is constructed in the form of extending the upper side of the , it is formed by pouring unconsolidated concrete into the wall formwork 77 .

Then, a floor plate formwork (not shown) is installed, and concrete that has not been hardened is poured to construct the floor plate 150 . Accordingly, a steel-composite Ramen bridge according to the first embodiment (FIG. 15) and a steel-composite Ramen bridge according to the second embodiment (FIG. 16) are constructed.

On the other hand, the formwork may be constructed together with the floorboard formwork for forming the floorboard 150 , and may be formed by simultaneously pouring the remaining wall concrete 140 and the floorboard concrete.

The rigid composite ramen bridge 100 configured as described above may be constructed in the following order.

Step 1 : First, the supporting steel type 120 equipped with the wide part 120U manufactured in the factory is transported to the construction site, and the supporting steel type 120 is moved upward from the wall 10 so that it is integrated with the wall 10. They are installed in a protruding shape in a direction perpendicular to the throttle axis.

Step 2 : Separate from Step 1, it has an upper flange 130a, a lower flange 130b, and an abdomen 130c connecting them, and extends in a cross section including an I-shape and is formed of steel, as described above. Prepare a point vertical reinforcement 131 and a steel girder 130, 130' provided with a wall end acupressure plate 135 at a position spaced apart from the vertical reinforcement 131 toward the center of the span.

Here, the steel girders 130 and 130' may be in the form of connecting a plurality of segmental girders, or may be combined as one steel plate over the entire length of the steel girders.

Step 3 : Next, in a state in which the elastic pad 160 is positioned on the widened portion 120U of the supporting rigid type 120, the steel girders 130 and 130 ′ are raised to raise the widened portion 120U of the supporting rigid type 120 . ) to install the steel girder (130, 130') to be supported. At this time, since the elastic pad 160 is in a state in which movement (movement) is constrained by the wide flange 122 and the side plate 126 in the front and rear left and right directions, the elastic pad 160 while holding the steel girders 130 and 130'. ), even if a pushing force acts on it, it stays in its original position.

Meanwhile, according to another embodiment of the present invention, as shown in FIG. 17 , the supporting section steel 220 and the steel girder 230 may be prefabricated as an integral member 223 . When the supporting section steel 220 and the steel girder 230 are formed of the integral member 223 , the elastic pad 160 may be omitted.

And, as shown in FIGS. 9 to 11 , when the wall 10 is constructed, it may be coupled to the wall 10 in a form in which a lower part of the support steel type 220 is buried, as shown in FIG. 14 . Likewise, the integral member 223 may be raised and coupled to the wall 10 with an anchor bolt.

In this case, since steps 1 to 3 are performed by one process, it is possible to obtain the advantage of shortening the construction period more.

Step 4 : When step 3 is performed, as shown in FIG. 12, in a state in which the steel girder 130 is mounted on the support steel type 120, the fall prevention member of the widened part 120U of the support steel type 120 is raised By connecting the fall prevention member 88 obliquely from the top 129 to the fixing hole 130y of the vertical reinforcement 131 at the point of the steel girder 130, the lateral displacement of the steel girder 130 is constrained.

The fall prevention member 88 may be installed as a cable, and may be installed as a steel member, such as a A-shaped steel or a C-shaped steel.

Through this, it is possible to completely exclude the possibility of conduction of the steel girder 130 before the residual wall concrete 140 is synthesized.

Step 5 : Then, the wall formwork 77 for pouring the residual wall concrete 140 is installed. The wall formwork 77 is for integrating a part of the steel girder 130 and the supporting steel type 120 with the existing wall 10, depending on the exposure degree of the wall end acupressure plate 135. The front surface of the wall formwork 77 The position of wealth changes.

That is, the side surface 135s3 of the wall end acupressure plate 135 and the second surface 135s2 facing the center of the span of the wall end acupressure plate 135 are all constructed so that the front surface 140s of the remaining wall concrete 140 is exposed outside. In order to do this, as shown in Figure 6a, the wall formwork 77 is installed side by side in the form of forming a continuous plane with the side surface (135s3) of the wall end acupressure plate (135).

And, in order to construct so that the first surface 135s1 and the side surface 135s3 of the wall end acupressure plate 135 are embedded in the front surface 140s of the remaining wall concrete 140, the lower section and both sides of the wall end acupressure plate 135 In a state where a portion of the lower portion is first surrounded by the elastic material 170, as shown in FIG. 6b, the wall formwork 77 is a second surface 135s2 facing the center of the span of the wall end acupressure plate 135. is installed with

Step 5 : Then, the concrete is poured into the wall formwork 77 that has not been hardened to form the remaining wall concrete 140 . When the residual wall concrete 140 is sufficiently cured, a part of the right leg portion of the steel girder 130 and the supporting steel type 120 are integrated with the wall 10 by the residual wall concrete 140 .

Step 6 : Then, by synthesizing the bottom plate concrete on the upper side of the steel girder 130, the bottom plate 150 is constructed, a pavement surface is formed on the bottom plate 150, and a handrail is installed, so that the construction of the steel composite ramen bridge to complete In some cases, step 6 may be performed simultaneously with step 5 .

In the above, preferred embodiments of the present invention have been exemplarily described, but the scope of the present invention is not limited to such specific embodiments, and can be appropriately changed within the scope described in the claims.

For example, in the above-described embodiment, a steel girder in which the steel girder is extended in an I-shaped cross-section is taken as an example, but a box-shaped girder (with an I-shaped cross-section) or an upper portion in which two abdomens are formed between the upper flange and the lower flange The steel composite ramen bridge according to the present invention can also be constructed using a U-shaped girder (with an I-shaped cross section) in which one flange is formed and two narrower upper flanges are formed.

100: steel composite ramen bridge 10: wall
120: rigid support 120U: widened part
130: steel girder 131: point vertical stiffener
135: wall end acupressure plate 140: residual wall concrete
150: bottom plate 160: elastic pad
170: elastic body 180: transverse reinforcement

Claims (13)

delete delete delete delete a support steel type protruding upward from the wall and arranged in a plurality in a direction perpendicular to the bridge axis;
It has an upper flange, a lower flange, and a abdomen connecting the upper flange and the lower flange, extending in a cross-section including an I-shape, and formed of steel, extending downward from the upper flange, so that the abdomen and the lower flange a steel girder provided with a wall end acupressure plate formed to extend to the lower side of the lower flange in a surrounding form, and arranged in a plurality of rows so that both ends are supported by the support steel type;
a residual wall concrete formed so as to integrate a part of the steel girder and the supporting steel shape with the wall;
a bottom plate synthesized on the upper side of the steel girder;
and wherein the wall end acupressure plate is installed so that at least a part is in contact with the front surface of the remaining wall concrete, and at least a part is exposed.
6. The method of claim 5,
The wall end acupressure plate has a first surface facing the end of the steel girder is attached to the front surface, and a second surface facing the center of the span of the wall end acupressure plate and a portion of the side surface of the wall end acupressure plate is exposed to the outside A rigid composite Ramen bridge.
6. The method of claim 5,
The wall end acupressure plate has a first surface and a side facing the end of the steel girder are embedded in the front surface, the second surface facing the center of the span of the wall end acupressure plate is exposed to the outside,
A rigid ramen bridge, characterized in that an elastic material is interposed between the front surface and the lower end of the end acupressure plate and a partial region of the side surface.
6. The method of claim 5,
a point vertical reinforcement for vertically connecting the upper flange and the lower flange to the end of the steel girder located on the upper side of the supporting steel shape;
At the end of the steel girder, the girder end acupressure plate coupled to the lower flange in the vertical direction;
The rigid Ramen bridge, characterized in that it further comprises.
6. The method of claim 5,
an additional acupressure reinforcing material consisting of a horizontal member coupled to the abdomen, and a vertical member having two sides coupled to the lower flange and the abdomen of the steel girder;
A first flange arranged parallel to the wall end acupressure plate and coupled to the steel girder, a second flange spaced apart from the first flange in the throttle direction and arranged in parallel, the first flange and the second flange a transverse reinforcement that connects and extends in a cross-section including an I-shape and connects the steel girder in the width direction by having a connecting material coupled to the horizontal member;
The rigid Ramen bridge, characterized in that it further comprises.
10. The method according to any one of claims 5 to 9,
The horizontal distance (b) between the wall end acupressure plate and the support steel type is determined to be 5 times or less of the height difference (a) between the lower end of the wall end acupressure plate and the upper end of the support steel type. .
10. The method according to any one of claims 5 to 9,
The steel girder and the support steel type are integrally prefabricated and installed on the wall.
As a construction method of a rigid composite ramen bridge,
A support steel type installation step of installing a plurality of support steel types projecting upwardly from the wall in a direction perpendicular to the bridge axis;
It has an upper flange, a lower flange, and an abdomen connecting the upper flange and the lower flange, extending in a cross-section including an I-shape, and formed of steel, the upper flange and the upper flange at the end supported by the support steel type A point vertical stiffener connecting the lower flange vertically, and extending downward from the upper flange at a position spaced apart from the point vertical stiffener toward the center of the span, extending to the lower side of the lower flange in a form that surrounds the abdomen and the lower flange A steel girder preparation step of preparing a steel girder having a wall end acupressure plate;
a steel girder installation step of installing the steel girder so as to be supported on the supporting steel type;
a formwork installation step of installing a wall formwork for pouring concrete for integrating a part of the steel girder and the supporting steel type with the wall;
a residual wall installation step of integrating a part of the steel girder and the supporting steel shape with the wall by the residual wall concrete in which the concrete is poured into the formwork;
a floor plate installation step of installing the floor plate concrete to the steel girder;
A construction method of a steel composite Ramen bridge, characterized in that it comprises.
13. The method of claim 12,
The formwork installation step is installed in a form in which the wall formwork covers the second surface of the wall end acupressure plate facing the center of the span of the steel girder;
An elastic material installation step of installing an elastic material surrounding some sections of the lower end and side of the wall end acupressure plate; further comprising prior to the remaining wall installation step;
In the state in which the residual wall installation step is performed, the wall end acupressure plate has a lower end and a partial section of the side surface surrounded by an elastic material, and the first surface and side surface facing the end of the steel girder are embedded in the front surface, and the wall end acupressure plate A construction method of a rigid composite ramen bridge, characterized in that the second surface facing the center of the span is exposed to the outside.

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