Joint structure between steel girder and concrete girder

Abstract

To provide a joint structure of steel girder and concrete beam capable of reliably rigidly joining a steel girder and a concrete beam with a relatively simple structure and reducing both man-hours and costs.SOLUTION: An outer shell of a box girder-shaped steel girder is extended into a joint part and a diaphragm placed at the end of the joint part on the steel girder side in a direction that intersects the lengthwise direction of the box girder. A first non-slip member is joined on the inner surface of the box girder in the joint part in parallel with the lengthwise direction of the box girder. A second joint member is placed parallel to the lengthwise direction of the box girder in the joint part at a position distanced from the inner surface of the box girder and then joined to the diaphragm. A holding member that holds the position of the second non-slip member is placed at the end position of the joint part on the concrete beam side in a direction that intersects the lengthwise direction of the box girder. Concrete is poured into the joint part so as to be continuous from the concrete beam, and a reinforcement material being continuous from the concrete beam is fixed to the diaphragm.SELECTED DRAWING: Figure 2

Description

Technical Field

[0001] The present invention relates to a joint structure between a steel girder and a concrete girder.

Background Art

[0002] As a joint structure between a steel girder and a concrete girder used for bridges and the like, for example, as disclosed in Patent Document 1 and Non-Patent Document 1, a perforated steel plate shear key or a stud is provided in the joint portion between the steel member and the concrete member to function as a displacement restraint between the steel girder and the concrete girder.

Prior Art Documents

Patent Documents

[0003]

Patent Document 1

Non-Patent Documents

[0004]

Non-Patent Document 1

Summary of the Invention

Problems to be Solved by the Invention

[0005] In the joint structure disclosed in Patent Document 1 and Non-Patent Document 1, a steel shell cell is provided by extending the steel girder within the joint portion between the steel girder and the concrete girder, a perforated steel plate shear key or a stud is arranged within this steel shell cell, and the steel girder and the concrete girder are joined by filling the steel shell cell with concrete.

[0006] However, in such a joint structure, numerous steel shell cells must be provided within the joint between the steel girder and the concrete girder, and numerous perforated steel plate dowels or studs must be joined within these steel shell cells. This requires a significant amount of time for the assembly and welding of the steel shell cells, perforated steel plate dowels, and studs during the fabrication of the steel girder. Furthermore, the large amount of welding required during the fabrication of the steel girder can cause the steel shell cells to become distorted, making it difficult to control the fabrication accuracy of the steel girder in which the steel shell cells are installed. In addition, at the construction site of the steel and concrete girders, concrete must be filled into numerous steel shell cells, which poses a time-consuming problem during concrete placement.

[0007] This invention has been made in view of the above circumstances, and aims to provide a joint structure for steel girders and concrete girders that can reliably and rigidly connect steel girders and concrete girders with a relatively simple structure, thereby reducing man-hours and costs. [Means for solving the problem]

[0008] To solve the above problems, the present invention has the following features.

[0009] [1] A joint structure between a steel girder and a concrete girder, wherein a box-shaped steel girder is joined to a concrete girder via a joint, the joint comprising: a diaphragm which extends from the steel girder to the outer shell portion of the box girder within the joint, is disposed at the end position of the joint on the steel girder side in a direction intersecting the longitudinal direction of the box girder and is joined to the inner surface of the box girder; a long shear-preventing member which is disposed within the joint parallel to the longitudinal direction of the box girder; concrete which is filled in the space enclosed by the box girder and the diaphragm within the joint so as to be continuous with the concrete girder, and a reinforcing member which is embedded in the concrete so as to be continuous with the concrete girder and whose end is fixed to the joint.

[0010] [2] The joint structure of a steel girder and a concrete girder according to [1], characterized in that the shearing member includes a first shearing member disposed on the inner surface of the box girder and joined to the inner surface of the box girder.

[0011] [3] The joint structure between a steel girder and a concrete girder according to [1], wherein the shearing member includes a second shearing member disposed at a position away from the inner surface of the box girder and joined to the diaphragm, and the joint is further characterized in that it includes a holding member disposed at the end position of the joint on the concrete girder side in a direction intersecting the longitudinal direction of the box girder and holding the position of the second shearing member within the box girder.

[0012] [4] The joint structure between a steel girder and a concrete girder according to [1], wherein the shearing member includes a first shearing member disposed on the inner surface of the box girder and joined to the inner surface of the box girder, and a second shearing member disposed at a position away from the inner surface of the box girder and joined to the diaphragm, and the joint is further characterized by having a retaining member disposed at the end position of the joint on the concrete girder side in a direction intersecting the longitudinal direction of the box girder, and holding the position of the second shearing member within the box girder.

[0013] [5] The joint structure between a steel girder and a concrete girder according to [2], characterized in that the first shear-preventing member includes a T-shaped steel with a protrusion on at least a part of its surface.

[0014] [6] The joint structure between a steel girder and a concrete girder according to [4], characterized in that the first shear-preventing member includes a T-shaped steel with a protrusion on at least a part of its surface.

[0015] [7] The joint structure of a steel girder and a concrete girder according to [5], characterized in that the protrusion provided on the T-shaped steel is located on at least one surface of the flange and the web of the T-shaped steel.

[0016] [8] The joint structure of a steel girder and a concrete girder according to [6], characterized in that the protrusion provided on the T-shaped steel is located on at least one surface of the flange and the web of the T-shaped steel.

[0017] [9] The joint structure of the steel girder and the concrete girder according to [3], wherein the second anti-slip member includes an H-shaped steel provided with convex portions on at least a part of its surface.

[0018]

[10] The joint structure of the steel girder and the concrete girder according to [4], wherein the second anti-slip member includes an H-shaped steel provided with convex portions on at least a part of its surface.

[0019]

[11] The joint structure of the steel girder and the concrete girder according to [9], wherein the convex portions provided on the H-shaped steel are arranged on at least one surface of the flange and the web of the H-shaped steel.

[0020]

[12] The joint structure of the steel girder and the concrete girder according to

[10] , wherein the convex portions provided on the H-shaped steel are arranged on at least one surface of the flange and the web of the H-shaped steel.

[0021]

[13] The joint structure of the steel girder and the concrete girder according to any one of [3], [4], [9] to

[12] , wherein the second anti-slip member includes a steel pipe provided with convex portions on at least a part of its surface.

[0022]

[14] The joint structure of the steel girder and the concrete girder according to any one of [5] to

[12] , wherein the convex portions are formed by ribs provided at predetermined intervals so as to extend along a direction intersecting the longitudinal direction of the box girder.

Advantages of the Invention

[0023] <00According to the joint structure of the steel girder and the concrete girder of the present invention, the box girder-shaped steel girder is continuously extended up to the joint portion, and the long displacement-preventing member is disposed in the joint portion in parallel with the length direction of the box girder. And, by the displacement-preventing member, the restraint and adhesion effects on the concrete placed in the joint portion so as to be continuous from the concrete girder are obtained, and even if a steel shell cell is not provided in the joint portion or a perforated steel plate shear key or a stud is not joined in the steel shell cell, the steel girder and the concrete girder are surely rigidly joined.

[0024] Therefore, compared with providing a large number of steel shell cells in the joint portion between the steel girder and the concrete and joining a large number of perforated steel plate shear keys or studs in the steel shell cells, the structure becomes extremely simple, the welding amount when manufacturing the steel girder in the steel structure factory is reduced, and the man-hours and costs can be reduced. Further, since the welding amount is reduced, the distortion due to the heat input of welding during the manufacture of the steel girder is reduced, and the management of the manufacturing accuracy of the steel girder becomes easy.

[0025] Also, in the joint structure of the steel girder and the concrete girder of the present invention, since the joint portion is not partitioned into a large number of compartments like the joint structure using a steel shell cell, it becomes easy to fill the joint portion with concrete without gaps at the erection site of the steel girder and the concrete girder, and the workability of concrete placement is improved.

Brief Description of the Drawings

[0026] [Figure 1] FIG. 1 is a longitudinal sectional view showing an example of the joint structure of the steel girder and the concrete girder of the present invention. [Figure 2] FIG. 2 is a view showing the II-II cross section in FIG. 1. [Figure 3] FIG. 3 is a perspective view schematically showing a joint portion in the joint structure of the steel girder and the concrete girder of the present invention. [Figure 4] FIG. 4 is a view showing an application example of the joint structure of the steel girder and the concrete girder of the present invention. [Figure 5] FIG. 5 is a perspective view showing an example of a second displacement-preventing member in the joint structure of the steel girder and the concrete girder of the present invention. [Figure 6] Figure 6(a) is a side view showing an example of the connection of the second shear-preventing member to the diaphragm in the steel girder and concrete girder joint structure of the present invention, and Figure 6(b) is a VIB-VIB cross-sectional view in Figure 6(a). [Figure 7] Figure 7 is a perspective view showing another example of the second shear-preventing member in the joint structure between a steel girder and a concrete girder according to the present invention. [Figure 8] Figure 8(a) is a side view showing an example of the connection of the second shear-preventing member to the diaphragm in the steel girder and concrete girder joint structure of the present invention, and Figure 8(b) is a cross-sectional view taken along line VIIIB-VIIIB in Figure 8(a). [Figure 9] Figure 9(a) is a side view showing an example of the connection of the second shear-preventing member to the retaining member in the steel girder and concrete girder joint structure of the present invention, and Figure 9(b) is a cross-sectional view of Figure 9(a) along the line IXB-IXB. [Modes for carrying out the invention]

[0027] Hereinafter, with reference to the drawings, embodiments of the steel girder and concrete girder joint structure of the present invention will be described in detail.

[0028] Figure 1 shows a longitudinal cross-sectional view of the joint structure 1 between the steel girder and the concrete girder according to this embodiment. Figure 2 shows the II-II cross-section in Figure 1.

[0029] As shown in Figure 3, the steel girder and concrete girder joint structure 1 of this embodiment is constructed by joining a steel girder 2 having a box-shaped main girder and a concrete girder 3 via a joint 10.

[0030] The steel girder-concrete girder joint structure 1 of this embodiment is used in locations where it is necessary to rigidly connect a steel girder 2, which is installed in a span with relatively large spacing between bridge piers 4, and a concrete girder 3, which is installed in a span with relatively small spacing between bridge piers 4, as shown in Figure 4, for example.

[0031] As shown in Figures 1 to 3, the joint structure 1 between the steel girder and the concrete girder of this embodiment comprises a box girder 20, a diaphragm 11, shear prevention members 12 and 13, a holding member 16, concrete 30, and a reinforcing member 15 embedded in the concrete 30.

[0032] As shown in Figures 1 and 3, the joint 10 is provided by a box girder 20 that constitutes the main girder of the steel girder 2, which is continuously extended from the steel girder 2. However, parts of the box girder 20 of the steel girder 2 that do not have an outer shell (such as longitudinal ribs) are not extended from the steel girder 2 into the joint 10, and their ends are joined to a diaphragm 11 (described later) by welding or metal fittings (not shown). The diaphragm 11 is positioned at the end of the joint 10 on the steel girder 2 side, oriented in a direction intersecting the length direction of the box girder 20, and is bolted to a bracket, gusset plate, etc. (not shown) provided on the inner surface of the box girder 20, or directly welded to the inner surface of the box girder 20.

[0033] In the joint structure 1 between the steel girder and the concrete girder of this embodiment, the shear prevention members include a first shear prevention member 12 and a second shear prevention member 13. As shown in Figures 1 to 3, the first shear prevention member 12 and the second shear prevention member 13 are made of long T-shaped steel and long H-shaped steel, respectively, and are arranged within the joint 10 parallel to the length direction of the box girder 20. The first shear prevention member 12 is arranged on the inner surface of the box girder 20 such that the web of the T-shaped steel is substantially perpendicular to the inner surface of the box girder 20, and is joined to the inner surface of the box girder 20 by welding. The second shear prevention member 13 is arranged at a position away from the inner surface of the box girder 20 and is bolted to a bracket, gusset plate, etc. (not shown) provided on the joint 10 side of the diaphragm 11, or is directly welded to the joint 10 side of the diaphragm 11.

[0034] As shown in Figures 1 to 3, reinforcing members 15 are embedded in the upper and lower parts of the concrete girder 3. The reinforcing members 15 extend from the concrete girder 3 to the joint 10 and are embedded in the concrete 30 so as to pass between the first shear-preventing members 12 within the joint 10. The ends of the reinforcing members 15 are fixed to the diaphragm 11, thereby anchoring the ends of the reinforcing members 15 to the joint.

[0035] By using tensioning members such as PC steel bars or PC stranded wires in the reinforcing members 15 and introducing tension, the concrete girder 3 becomes a prestressed concrete girder, and the span of the concrete girder 3 can be increased. Furthermore, if it is not necessary for the concrete girder 3 to be a prestressed concrete girder, ordinary reinforcing bars may be used as the reinforcing members 15.

[0036] When using tensioning members such as PC stranded wires in the reinforcing member 15 to make the concrete girder 3 a prestressed concrete girder, the end of the reinforcing member 15 is fixed to the diaphragm 11, for example, as follows. First, a hole (not shown) is made in the diaphragm 11, and the end of the reinforcing member 15 is made to protrude from the opposite side of the diaphragm 11 through this hole. Furthermore, the end of the reinforcing member 15 protruding from the diaphragm 11 is passed through a hole in a donut-shaped bearing plate (not shown). In this state, concrete 30 is poured from the concrete girder 3 to the joint 10. After the concrete 30 has hardened, tension is introduced into the reinforcing member 15, and in this state, an anchor head (not shown) is wrapped around the outer circumference of the end of the reinforcing member 15 protruding from the bearing plate and attached. The outer diameter of the anchor head is made larger than the diameter of the holes in the diaphragm 11 and the bearing plate, and it is fixed to the outer circumference of the reinforcing member 15 with a fixing strength that prevents it from falling out even when the design tension is introduced into the reinforcing member 15. When tensioning members made of PC steel bars are used for the reinforcing member 15, tension may be introduced to the reinforcing member 15 by screwing bolts into the ends of the PC steel bars instead of using anchor heads. In this way, the steel girder 2 and the concrete girder 3 are rigidly connected via the joint 10.

[0037] Furthermore, the anchoring of the end of the reinforcing member 15 to the joint is not limited to the method described above. For example, it may be fixed by providing support members or metal fittings to the flange or web of the T-shaped steel that constitutes the first shear-preventing member 12. In cases where it is not necessary for the concrete girder 3 to be a prestressed concrete girder, or when the force applied to the end of the reinforcing member 15 can be supported by the holding member 16 described later, the end of the reinforcing member 15 may be fixed to the holding member 16.

[0038] The retaining member 16 holds the position of the second anti-slip member 13 within the box girder 20. As shown in Figures 1 and 3, the retaining member 16 is made of, for example, an equal-leg angle steel. It is positioned at the end of the joint 10 on the concrete girder 3 side, oriented in a direction intersecting the longitudinal direction of the box girder 20, and both ends are joined to the inner surface of the box girder 20 by welding, or bolted to brackets, gusset plates, etc., provided on the surface of the box girder 20.

[0039] The dimensions and strength of each component of the steel girder and concrete girder joint structure 1 in this embodiment can be determined, for example, as follows.

[0040] First, a frame model is set up by assuming the dead load and sectional stiffness of steel girder 2 and concrete girder 3, respectively. A frame analysis is then performed on this frame model, inputting the dead load and live load acting on steel girder 2 and concrete girder 3, thereby calculating the bending moment and shear force generated in the cross-sections of steel girder 2 and concrete girder 3. The dead load can be set considering the self-weight of steel girder 2 and concrete girder 3 themselves, as well as the self-weight of the superstructure such as the deck slab installed on top of them. The live load can be set considering the road traffic volume assumed in the design of steel girder 2 and concrete girder 3.

[0041] Next, the dimensions and strength of each part of the steel girder 2 and concrete girder 3 are determined so that they can withstand the bending moment and shear force calculated by the frame analysis described above. Specifically, the girder height, girder width, plate thickness and strength of the steel plates and steel materials of the steel girder 2, and the girder height, girder width, concrete thickness, concrete strength, reinforcing bar diameter, and number of reinforcing bars of the concrete girder 3 are determined.

[0042] Furthermore, based on the dimensions and strength of each part of the steel girder 2 and concrete girder 3 determined as described above, the dead load and sectional stiffness of the steel girder 2 and concrete girder 3 are calculated. Then, it is checked whether the error from the dead load and sectional stiffness assumed in the frame analysis described above falls within a predetermined percentage (e.g., 5%). If the error does not fall within the predetermined percentage, the dimensions and strength of each part of the steel girder 2 and concrete girder 3 are adjusted, and the dead load and sectional stiffness of the steel girder 2 and concrete girder 3 are recalculated so that the error falls within the predetermined percentage.

[0043] In this way, the dimensions and strength of each part of the steel girder 2 and concrete girder 3 are determined. Based on this, the bending moment and shear force generated at the boundary between the steel girder 2 and concrete girder 3 and the joint 10 when dead loads and live loads act on the steel girder 2 and concrete girder 3 are calculated.

[0044] Then, the length of the joint 10, as well as the dimensions and strength of each component, are determined so that the joint structure 1 between the steel girder and the concrete girder can withstand the bending moment and shear force generated by the adjacent steel girder 2 and concrete girder 3. Specifically, the dimensions and strength of each steel and other material constituting the first shear prevention member 12, the second shear prevention member 13, the holding member 16, and the reinforcing member 15, the number and arrangement of the first shear prevention member 12, the second shear prevention member 13, and the reinforcing member 15, and the strength of the concrete 30 to be filled are determined.

[0045] Here, the tensile or compressive force in the bridge axis direction generated at each position within the joint 10 is determined by the bending moment acting on the joint 10 from the steel girder 2 and concrete girder 3, as calculated above. Then, the length, cross-sectional dimensions, number, and arrangement of the first shear-preventing member 12, the second shear-preventing member 13, and the reinforcing members 15 are determined so that the resistance force generated between the first shear-preventing member 12 and the second shear-preventing member 13 and the concrete 30 exceeds this force. The length of the reinforcing members 15 is set by adding the length of the joint 10 L to the embedding length in the concrete girder 3, and further adding an excess length according to the details of the joint configuration.

[0046] Furthermore, it is preferable to multiply the stresses (bending moment and shear force) used when determining the dimensions and strength of each part of the steel girder 2 and concrete girder 3, as well as the dimensions and strength of each component within the joint 10, by a safety factor.

[0047] In addition to the frame analysis described above, other analytical methods that can appropriately calculate the stresses occurring in each part of the structure, such as finite element analysis, may also be used.

[0048] In the space enclosed by the box girder 20 and the diaphragm 11 of the joint 10 configured in this way, concrete 30 is poured so as to be continuous with the concrete girder 3. Here, since the end of the joint 10 on the steel girder 2 side is partitioned by the diaphragm 11, when concrete 30 is poured into the joint 10, the concrete 30 is prevented from leaking from the joint 10 to the steel girder 2 side.

[0049] As shown in Figure 3, in this embodiment, the concrete girder 3 is provided with a cavity 31 to reduce its weight, but the portion of the concrete girder 3 closest to the joint 10 does not have a cavity 31. With this structure, concrete 30 is integrally poured into the joint 10 so as to be continuous with the concrete girder 3.

[0050] Figure 5 shows details of the second anti-slip member 13. As shown in Figure 5, at least a portion of the surface of the second anti-slip member 13, for example, the outer surface of the flange 13f, has protrusions formed by ribs 13r at predetermined intervals in a direction intersecting the longitudinal direction of the H-shaped steel constituting the second anti-slip member 13. Similarly, a portion of the surface of the first anti-slip member 12, for example, the outer surface of the flange, has protrusions formed by ribs (not shown) at predetermined intervals in a direction intersecting the longitudinal direction of the T-shaped steel constituting the first anti-slip member 12.

[0051] In this way, by providing a protrusion on at least a portion of the surface of the first anti-slip member 12 or the second anti-slip member 13, the adhesion strength between the first anti-slip member 12 or the second anti-slip member 13 and the concrete 30 is increased. This enhances the anti-slip effect between the steel girder 2 and the concrete girder 3 provided by the joint 10.

[0052] Figure 6(a) shows details of the connection of the second shear-preventing member 13 to the diaphragm 11. Figure 6(b) shows a VIB-VIB cross-sectional view in Figure 6(a). As shown in Figures 6(a) and 6(b), the H-shaped steel constituting the second shear-preventing member 13 is joined to the surface of the diaphragm 11 on the joint portion 10 side by full-penetration, full-circumference welding. However, it is not limited to this, and other methods such as joining with high-strength bolts may be used as long as they can rigidly connect the diaphragm 11 and the second shear-preventing member 13.

[0053] The second anti-slip member 13 shown in Figures 5 and 6(a) and 6(b) may be modified as follows, for example. That is, as shown in Figures 7 and 8(a) and 8(b), the second anti-slip member 14 may have protrusions formed by ribs 14r at predetermined intervals on almost the entire surface of the second anti-slip member 14, i.e., the outer and inner surfaces of the flange 14f, and the surfaces on both sides of the web 14w. Similarly, the first anti-slip member 12 may have protrusions formed by ribs (not shown) at predetermined intervals on almost the entire surface of the first anti-slip member 12, i.e., the outer and inner surfaces of the flange, and the surfaces on both sides of the web.

[0054] Figure 9(a) shows details of the connection of the second shear prevention member 13 to the retaining member 16. Figure 9(b) shows a cross-sectional view of IXB-IXB in Figure 9(a). As shown in Figures 9(a) and 9(b), splice plates 17 are applied from both sides to the web of the H-shaped steel constituting the second shear prevention member 13 and the equal-leg angle steel constituting the retaining member 16, and then bolts B are fastened. In this way, the second shear prevention member 13 is joined to the retaining member 16, and the position of the second shear prevention member 13 within the box girder 20 is maintained.

[0055] In the above embodiment, protrusions made of ribs are formed at predetermined intervals on the outer surfaces of the flanges of the first anti-slip member 12 and the second anti-slip member 13, extending in a direction intersecting the longitudinal direction of the box girder 20. However, the embodiment is not limited to this, and ribs may be provided on the inner surfaces of the flanges or on the webs of the first anti-slip member 12 and the second anti-slip member 13 instead of, or in addition to, this configuration. Furthermore, protrusions may be formed on at least a portion of the surfaces of the first anti-slip member 12 and the second anti-slip member 13 by means other than continuous ribs, such as forming checkered steel plate-like projections.

[0056] Furthermore, in the above embodiment, the second anti-slip member 13 is made of an H-shaped steel beam, but instead, the second anti-slip member 13 may be made of other long material such as a steel pipe. When the second anti-slip member 13 is made of a steel pipe, it is preferable that protrusions such as ribs or studs are formed on the entire surface of the steel pipe or at least a part thereof at predetermined intervals in a direction intersecting the longitudinal direction of the steel pipe.

[0057] In the above embodiment, an example was described in which the shear prevention member includes both the first shear prevention member 12 and the second shear prevention member 13. However, the joint structure between the steel girder and the concrete girder of the present invention is not limited to this. Depending on the shape and span of the steel girder 2 and the concrete girder 3, only one of the first shear prevention member or the second shear prevention member may be included. [Explanation of symbols]

[0058] 1. Joint structure between steel girder and concrete girder 10 Joint 11 Diaphragm 12 (First) Anti-slip member (T-shaped steel) 13, 14 (Second) Anti-slip member (H-beam) 13f, 14f flange 13w, 14w web 13r, 14r rib (protruding part) 15 Reinforcement material 16 Retaining member 17 Connection plate 2 steel girder 20 box digits 3. Concrete girder 30 Concrete 31 Cavity 4 Bridge piers 5 fulcrum W welding B bolt Length of the portion of the L-shaped steel girder box girder that extends into the joint.

Claims

1. A steel girder-concrete girder connection structure in which a box-shaped steel girder is joined to a concrete girder via a joint, Within the aforementioned joint, the outer shell portion of the box girder extends from the steel girder, A diaphragm is provided at the end of the joint on the steel girder side, arranged in a direction intersecting the longitudinal direction of the box girder, and joined to the inner surface of the box girder. Within the joint, a long anti-slip member is provided, which is arranged parallel to the longitudinal direction of the box girder. The space enclosed by the box girder and the diaphragm within the joint is filled with concrete that is continuous with the concrete girder, and a reinforcing member is embedded in the concrete that is continuous with the concrete girder and whose end is fixed to the joint. Equipped with, The aforementioned anti-slip member includes a second anti-slip member disposed at a position away from the inner surface of the box girder and joined to the diaphragm, The joint portion is provided with a holding member at the end position on the concrete girder side, arranged in a direction intersecting the longitudinal direction of the box girder, and which holds the position of the second anti-slip member within the box girder. The second anti-slip member is held only at both ends in the longitudinal direction by the diaphragm and the retaining member. The joint structure between a steel girder and a concrete girder is characterized in that the second shear-preventing member is made of H-shaped steel or steel pipe.

2. The joint structure between a steel girder and a concrete girder according to claim 1, characterized in that the shear prevention member includes a first shear prevention member disposed on the inner surface of the box girder and joined to the inner surface of the box girder.

3. The joint structure between a steel girder and a concrete girder according to claim 2, characterized in that the first shear-preventing member includes a T-shaped steel with a protrusion on at least a part of its surface.

4. The joint structure between a steel girder and a concrete girder according to claim 3, characterized in that the protrusion provided on the T-shaped steel is arranged on at least one surface of the flange and the web of the T-shaped steel.

5. The joint structure between a steel girder and a concrete girder according to claim 1, characterized in that the second shear-preventing member includes an H-shaped steel beam having a protrusion on at least a part of its surface.

6. The joint structure between a steel girder and a concrete girder according to claim 5, characterized in that the protrusion provided on the H-shaped steel is arranged on at least one surface of the flange and the web of the H-shaped steel.

7. The joint structure between a steel girder and a concrete girder according to any one of claims 1 to 6, characterized in that the second shear-preventing member includes a steel pipe on which a protrusion is provided on at least a part of its surface.

8. The joint structure between a steel girder and a concrete girder according to any one of claims 3 to 6, characterized in that the protrusions are formed by ribs provided at predetermined intervals so as to extend along a direction intersecting the longitudinal direction of the box girder.

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