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 technology]

[0002] As an example of a joint structure between a steel girder and a concrete girder used in bridges and the like, as disclosed in Patent Document 1 and Non-Patent Document 1, there is a structure in which a perforated steel plate dowel or a stud is provided within the joint between the steel girder and the concrete girder to prevent slippage between the steel member and the concrete member, and functions as a slippage preventive between the steel girder and the concrete girder. [Prior art documents] [Patent documents]

[0003] [Patent Document 1] JP 2003-232009 A [Non-patent literature]

[0004] [Non-Patent Document 1] Toshifumi Nawata and 5 others, "Design and Construction of Shinkawa Bridge (Steel-PC Composite Superstructure) - Shikoku Cross-Island Expressway -", Kawada Technical Report, vol. 19, 2000, pp. 41-46 Summary of the Invention [Problem 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 into the joint between the steel girder and the concrete girder, a perforated steel plate dowel or stud is placed in this steel shell cell, and concrete is filled in the steel shell cell to join the steel girder and the concrete girder.

[0006] However, in such a joint structure, it is necessary to provide a large number of steel shell cells in the joint between the steel girder and the concrete girder, and to join a large number of perforated steel plate dowels or studs in the steel shell cells, so that it takes a lot of time to assemble and weld the steel shell cells, the perforated steel plate dowels and the studs when manufacturing the steel girder. In addition, since the amount of welding required when manufacturing the steel girder is large, the steel shell cells are distorted, making it difficult to control the manufacturing accuracy of the steel girder in which the steel shell cells are provided. Furthermore, at the erection site of the steel girder and the concrete girder, concrete is filled into a large number of steel shell cells, so there is a problem that pouring the concrete is also time-consuming.

[0007] The present invention has been made in consideration of the above-mentioned circumstances, and has an object to provide a joint structure between a steel girder and a concrete girder that can reliably and rigidly join the steel girder and the concrete girder with a relatively simple structure, thereby reducing labor and costs. [Means for solving the problem]

[0008] In order 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, in which a box-girder-shaped steel girder is joined to a concrete girder via a joint, the joint comprising: an outer shell portion of the box girder extending from the steel girder; a diaphragm arranged at the end position of the steel girder side of the joint in a direction intersecting the longitudinal direction of the box girder and joined to the inner surface of the box girder; a long anti-slip member arranged within the joint parallel to the longitudinal direction of the box girder; concrete filled in the space enclosed by the box girder and the diaphragm within the joint so as to be continuous from the concrete girder; and a reinforcing material embedded in the concrete so as to be continuous from the concrete girder, the end of which is fixed to the joint.

[0010] [2] The joint structure between a steel girder and a concrete girder described in [1], characterized in that the anti-slip member includes a first anti-slip member arranged 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 described in [1], characterized in that the anti-slip member includes a second anti-slip member arranged at a position away from the inner surface of the box girder and joined to the diaphragm, and is provided with a retaining member arranged at the end position of the joint on the concrete girder side in a direction intersecting the longitudinal direction of the box girder and maintaining the position of the second anti-slip member within the box girder.

[0012] [4] The joint structure between a steel girder and a concrete girder described in [1] is characterized in that the anti-slip member includes a first anti-slip member arranged on the inner surface of the box girder and joined to the inner surface of the box girder, and a second anti-slip member arranged at a position away from the inner surface of the box girder and joined to the diaphragm, and is provided with a retaining member arranged at the end position of the concrete girder side of the joint in a direction intersecting the longitudinal direction of the box girder and maintaining the position of the second anti-slip member within the box girder.

[0013] [5] The joint structure between a steel girder and a concrete girder described in [2], characterized in that the first anti-slip member includes a T-shaped steel having a convex portion on at least a portion of its surface.

[0014] [6] The joint structure between a steel girder and a concrete girder described in [4], characterized in that the first anti-slip member includes a T-shaped steel having a convex portion on at least a portion of its surface.

[0015] [7] A joint structure between a steel girder and a concrete girder as described in [5], characterized in that the convex portion provided on the T-shaped steel is arranged on at least one surface of the flange and web of the T-shaped steel.

[0016] [8] A joint structure between a steel girder and a concrete girder as described in [6], characterized in that the convex portion provided on the T-shaped steel is arranged on at least one surface of the flange and web of the T-shaped steel.

[0017] [9] The joint structure between a steel girder and concrete described in [3], characterized in that the second anti-slip member includes an H-shaped steel having a convex portion on at least a portion of its surface.

[0018]

[10] The joint structure between a steel girder and concrete described in [4], characterized in that the second anti-slip member includes an H-shaped steel having a convex portion on at least a portion of its surface.

[0019]

[11] A joint structure between a steel girder and a concrete girder as described in [9], characterized in that the convex portion provided on the H-shaped steel is arranged on at least one surface of the flange and web of the H-shaped steel.

[0020]

[12] A joint structure between a steel girder and a concrete girder as described in

[10] , characterized in that the convex portion provided on the H-shaped steel is arranged on at least one surface of the flange and web of the H-shaped steel.

[0021]

[13] A joint structure between a steel girder and a concrete girder described in any of [3], [4], [9] to

[12] , characterized in that the second anti-slip member includes a steel pipe having a convex portion on at least a portion of its surface.

[0022]

[14] A joint structure between a steel girder and a concrete girder described in any of [5] to

[12] , characterized in that the convex portion is formed by ribs arranged at predetermined intervals so as to extend along a direction intersecting the longitudinal direction of the box girder. Effect of the Invention

[0023] According to the joint structure between steel girders and concrete of the present invention, the box-shaped steel girders are continuously extended into the joint, and long anti-slip members are arranged in the joint parallel to the longitudinal direction of the box girders. The anti-slip members provide a restraining and bonding effect on the concrete poured into the joint so as to continue from the concrete girders, and the steel girders and concrete girders are reliably and rigidly joined together without providing steel shell cells in the joint or further joining perforated steel plate dowels or studs to the steel shell cells.

[0024] Therefore, this structure is extremely simple compared to installing a large number of steel shell cells in the joint between the steel girder and concrete and joining a large number of perforated steel plate dowels or studs to these steel shell cells, and it reduces the amount of welding when the steel girders are manufactured at a steel frame factory, thereby reducing labor hours and costs.In addition, by reducing the amount of welding, distortion due to heat input from welding during the manufacture of the steel girders is reduced, making it easier to manage the manufacturing precision of the steel girders.

[0025] Furthermore, in the joint structure between steel girders and concrete of the present invention, the inside of the joint is not divided into numerous compartments as in joint structures using steel shell cells, so that at the erection site of the steel girders and concrete girders, it is easy to fill the joint with concrete without leaving any gaps, improving the workability of pouring concrete. [Brief description of the drawings]

[0026] [Figure 1] FIG. 1 is a vertical cross-sectional view showing an example of a joint structure between a steel girder and a concrete girder according to the present invention. [Diagram 2] FIG. 2 is a cross-sectional view taken along line II-II in FIG. [Diagram 3] FIG. 3 is a perspective view that shows a typical joint in a joint structure between a steel girder and a concrete girder according to the present invention. [Figure 4] FIG. 4 is a diagram showing an application example of the joint structure between a steel girder and a concrete girder according to the present invention. [Diagram 5] FIG. 5 is a perspective view showing an example of a second displacement preventing member in a joint structure between a steel girder and a concrete girder according to the present invention. [Figure 6] Figure 6(a) is a side view showing an example of the joining state of a second anti-slip member to a diaphragm in the joining structure between a steel girder and a concrete girder of the present invention, and Figure 6(b) is a VIB-VIB cross-sectional view in Figure 6(a). [Figure 7] FIG. 7 is a perspective view showing another example of the second displacement preventing member in the joint structure between a steel girder and a concrete girder of the present invention. [Figure 8] Figure 8(a) is a side view showing an example of the joining state of a second shear prevention member to a diaphragm in the joining structure between a steel girder and a concrete girder of the present invention, and Figure 8(b) is a cross-sectional view taken along VIIIB-VIIIB in Figure 8(a). [Figure 9] Figure 9(a) is a side view showing an example of the joining state of a second anti-slip member to a retaining member in the joining structure between a steel girder and a concrete girder of the present invention, and Figure 9(b) is a cross-sectional view along IXB-IXB in Figure 9(a). DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

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

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

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

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

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

[0032] As shown in Fig. 1 and Fig. 3, the joint 10 is provided by continuously extending the box girder 20 constituting the main girder of the steel girder 2 from the steel girder 2. However, the portion of the box girder 20 of the steel girder 2 other than the outer shell (longitudinal ribs, etc.) is not extended from the steel girder 2 into the joint 10, and its end is joined to a diaphragm 11 described later by welding or via metal fittings (not shown). The diaphragm 11 is disposed at the end position on the steel girder 2 side of the joint 10 in a direction intersecting with the longitudinal direction of the box girder 20, and is either 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 a steel girder and a concrete girder of this embodiment, the shear stopper members include a first shear stopper member 12 and a second shear stopper member 13. As shown in Figs. 1 to 3, the first shear stopper member 12 and the second shear stopper member 13 are respectively composed of a long T-shaped steel and a long H-shaped steel, and are arranged in parallel to the longitudinal direction of the box girder 20 within the joint 10. The first shear stopper member 12 is arranged on the inner surface of the box girder 20 so that the web of the T-shaped steel is approximately 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 stopper 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 surface of the diaphragm 11 on the joint 10 side, or is directly joined to the surface of the diaphragm 11 on the joint 10 side by welding.

[0034] 1 to 3, reinforcement members 15 are embedded in the upper and lower parts of the concrete girder 3. The reinforcement members 15 extend continuously from the concrete girder 3 into the joint 10, and are embedded in the concrete 30 so as to pass between the first anti-slip members 12 in the joint 10. An end of the reinforcement member 15 is fixed to the diaphragm 11, and thus the end of the reinforcement member 15 is fixed to the joint.

[0035] If tension is introduced by using a tension material made of PC steel bars or PC strands as the reinforcement material 15, the concrete girder 3 becomes a prestressed concrete girder, and the span of the concrete girder 3 can be increased. In addition, if it is not necessary to make the concrete girder 3 a prestressed concrete girder, normal reinforcing bars may be used as the reinforcement material 15.

[0036] In the case where the concrete girder 3 is made into a prestressed concrete girder by using a tension member made of a PC strand or the like as the reinforcing member 15, the end of the reinforcing member 15 is fixed to the diaphragm 11, for example, as follows. First, a hole (not shown) is provided in the diaphragm 11, and the end of the reinforcing member 15 is made to protrude to the opposite side of the diaphragm 11 by passing through the hole. Furthermore, the end of the reinforcing member 15 protruding from the diaphragm 11 is passed through a hole in a doughnut-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 hardens, tension is introduced to the reinforcing member 15, and in this state, an anchor head (not shown) is wrapped around the outer periphery 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 hole in the diaphragm 11 and the bearing plate, and is fixed to the outer periphery of the reinforcing member 15 with a fixing strength that does not allow the reinforcing member 15 to fall out even when a design tension is introduced to the reinforcing member 15. When a tendon made of PC steel bar is used for the reinforcement 15, a bolt may be screwed into the end of the PC steel bar instead of an anchor head to introduce tension into the reinforcement 15. In this way, the steel girder 2 and the concrete girder 3 are rigidly joined via the joint 10.

[0037] The method for fixing the end of the reinforcement 15 to the joint is not limited to the above-mentioned method, and may be, for example, a method in which a receiving material or metal fitting is provided on the flange or web of the T-shaped steel constituting the first shear stop member 12. If the force acting on the end of the reinforcement 15 can be supported by the retaining member 16 described below, such as when it is not necessary to make the concrete girder 3 a prestressed concrete girder, the end of the reinforcement 15 may be fixed to the retaining member 16.

[0038] The retaining member 16 maintains the position of the second shear stop member 13 inside 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 disposed at the end position of the joint 10 on the concrete girder 3 side in a direction intersecting the longitudinal direction of the box girder 20, and both ends of the retaining member 16 are joined to the inner surface of the box girder 20 by welding or are joined by bolts to brackets, gusset plates, etc. provided on the surface on the box girder 20 side.

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

[0040] First, a frame model is set up by assuming the dead load and cross-sectional rigidity of each of the steel girders 2 and concrete girders 3. A frame analysis is performed on this frame model by inputting the dead load and live load acting on the steel girders 2 and concrete girders 3, and the bending moment and shear force occurring in the cross section of the steel girders 2 and concrete girders 3 are calculated. The dead load can be set by considering the weight of the steel girders 2 and concrete girders 3 themselves, and the superstructure such as deck slabs installed above them. The live load can be set by considering the road traffic volume assumed in the design of the steel girders 2 and concrete girders 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 above-mentioned frame analysis. Specifically, the girder height, girder width, 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, rebar diameter, number of rebars, etc. of the concrete girder 3 are determined.

[0042] Furthermore, the dead load and sectional rigidity of the steel girder 2 and concrete girder 3 are calculated based on the dimensions and strength of each part of the steel girder 2 and concrete girder 3 determined as described above. Then, it is confirmed whether the error from the dead load and sectional rigidity assumed in the above-mentioned frame analysis is within a predetermined ratio (for example, 5%). If the error is not within the predetermined ratio, the dimensions and strength of each part of the steel girder 2 and concrete girder 3 are adjusted, and the dead load and sectional rigidity of the steel girder 2 and concrete girder 3 are recalculated so that the error is within the predetermined ratio.

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

[0044] Then, the length of joint 10 and the dimensions and strength of each component are determined so that joint structure 1 between a steel girder and a concrete girder can withstand the bending moment and shear force generated from the adjacent steel girder 2 and concrete girder 3. Specifically, the dimensions and strength of each steel and other materials constituting first shear stop member 12, second shear stop member 13, retaining member 16 and reinforcing member 15, the numbers and arrangements of first shear stop member 12, second shear stop member 13 and reinforcing member 15, the strength of concrete 30 to be filled, etc. are determined.

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

[0046] In addition, it is preferable to multiply a safety factor separately for 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.

[0047] In addition to the above-mentioned framework analysis, other analysis methods capable of appropriately calculating the stress generated in each part of a structure, such as finite element analysis, may be used.

[0048] In the space of the joint 10 configured in this manner, surrounded by the box girder 20 and the diaphragm 11, concrete 30 is poured so as to continue from 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 the concrete 30 is poured into the joint 10, the concrete 30 does not leak out from the joint 10 to the steel girder 2 side.

[0049] 3, in this embodiment, the concrete girder 3 is provided with a hollow portion 31 for reducing the weight of the concrete girder 3, but the hollow portion 31 is not provided in the portion of the concrete girder 3 close to the joint 10. With this structure, concrete 30 is poured integrally into the joint 10 so as to be continuous with the concrete girder 3.

[0050] Fig. 5 shows the details of the second shear stop member 13. As shown in Fig. 5, on at least a part of the surface of the second shear stop member 13, for example, the outer surface of the flange 13f, convex portions formed by ribs 13r are formed at predetermined intervals in a direction intersecting with the longitudinal direction of the H-shaped steel constituting the second shear stop member 13. Similarly, on a part of the surface of the first shear stop member 12, for example, the outer surface of the flange, convex portions formed by ribs (not shown) are formed at predetermined intervals in a direction intersecting with the longitudinal direction of the T-shaped steel constituting the first shear stop member 12.

[0051] In this way, by providing a convex portion on at least a part of the surface of the first shear stop member 12 or the second shear stop member 13, the adhesive strength between the first shear stop member 12 or the second shear stop member 13 and the concrete 30 is increased. This makes it possible to improve the shear stop effect between the steel girder 2 and the concrete girder 3 by the joint 10.

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

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

[0054] Fig. 9(a) shows details of the joining of the second shear stop member 13 to the retaining member 16. Fig. 9(b) shows a cross-sectional view taken along line IXB-IXB in Fig. 9(a). As shown in Figs. 9(a) and 9(b), splice plates 17 are placed on both sides of the web of the H-shaped steel constituting the second shear stop member 13 and the equal-leg angle steel constituting the retaining member 16, and then bolts B are tightened. As a result, the second shear stop member 13 is joined to the retaining member 16, and the position of the second shear stop member 13 within the box girder 20 is maintained.

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

[0056] Furthermore, in the above embodiment, the second shear stop member 13 is made of an H-shaped steel, but instead, the second shear stop member 13 may be made of other long materials such as a steel pipe. When the second shear stop member 13 is made of a steel pipe, it is preferable that the entire or at least a part of the surface of the steel pipe is formed with convex portions made of ribs or studs or the like provided at predetermined intervals in a direction intersecting with the longitudinal direction of the steel pipe.

[0057] In the above embodiment, the shear stopper members include both the first shear stopper member 12 and the second shear stopper member 13, but the joint structure between a steel girder and a concrete girder of the present invention is not limited to this. Depending on the shapes, spans, etc. of the steel girder 2 and the concrete girder 3, only either the first shear stopper member or the second shear stopper member may be included. [Explanation of symbols]

[0058] 1. Joint structure between steel girder and concrete girder 10 Joint 11 Diaphragm 12 (First) Shear stop member (T-shaped steel) 13, 14 (Second) shear stop member (H-shaped steel) 13f, 14f flange 13w, 14w Web 13r, 14r Rib (convex part) 15 Reinforcement 16 Retaining member 17 Connection plate 2 steel girder 20 Box girder 3 Concrete girder 30 Concrete 31 Cavity 4. Bridge Pier 5 fulcrum W welding B Bolt L Length of the steel box girder that extends into the joint

Claims

1. A joint structure between a steel girder and a concrete girder, in which a box-shaped steel girder is joined to a concrete girder via a joint, An outer shell portion of the box girder extends from the steel girder into the joint, A diaphragm 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 joined to the inner surface of the box girder; A long anti-slip member disposed in parallel to the longitudinal direction of the box girder within the joint; concrete filled in a space surrounded by the box girder and the diaphragm in the joint so as to be continuous with the concrete girder; and a reinforcing material embedded in the concrete so as to be continuous with the concrete girder and having an end fixed to the joint. Equipped with the 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; a retaining member disposed at an end position of the joint on the concrete girder side in a direction intersecting the longitudinal direction of the box girder and retaining the position of the second anti-slip member within the box girder; A joint structure between a steel girder and a concrete girder, characterized in that the second anti-slip member includes a steel pipe having a convex portion on at least a portion of its surface.

2. The joint structure between a steel girder and a concrete girder as described in claim 1, characterized in that the anti-slip member includes a first anti-slip member arranged 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 anti-slip member includes a T-shaped steel having a convex portion on at least a portion of its surface.

4. The joint structure between a steel girder and a concrete girder as described in claim 3, characterized in that the convex portion provided on the T-shaped steel is arranged on at least one surface of the flange and 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 anti-slip member includes an H-shaped steel having a convex portion on at least a portion of its surface.

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

7. A joint structure between a steel girder and a concrete girder as described in any one of claims 3 to 6, characterized in that the convex portion is formed by ribs arranged at predetermined intervals so as to extend along a direction intersecting the longitudinal direction of the box girder.

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