JP2009052283A - Method and apparatus for connecting between steel member and concrete member - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a method of connecting between a steel member and a concrete member, which achieves reduction of the number of reinforcements to be arranged in the concrete member when the steel member and the concrete member, such as a steel girder and a reinforced concrete pier, are connected together, and to provide an apparatus for connecting between the same. <P>SOLUTION: According to the method, a square cylindrical steel shell 4a is arranged in the steel girder 1, and drop type dowels 19 are arranged inside the same along a circumferential direction at necessary intervals. Each drop type dowel 19 is formed of: a vertical rib 16 inserted and arranged inside the square cylindrical steel shell 4a, and projected to the vicinity of a main reinforcement 6 of the reinforced concrete pier 5; holes 17 bored in the vertical rib 16 at locations close to a projective side edge at necessary vertical intervals; and notches 18 each formed in the hole 17 in a manner opening to the projective side edge of the vertical rib 16. Thereafter the steel girder 1 is mounted on an upper side of the reinforced concrete pier 5, and the main reinforcement 6 at the top of the pier is inserted and arranged in the cylindrical steel shell 4a of the steel girder 1, followed by inserting a reinforcement 20 for preventing both cracking and deviation, into the horizontally aligned holes 17 formed in the drop type dowels 19 inside the steel shell 4a via the notches 18, respectively, to thereby achieve reinforcement arrangement. Thereafter, the inside of a steel pipe 4 is filled with concrete, and thus the steel girder 1 and the reinforced concrete pier 5 are connected together. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

  The present invention is a method for joining a steel member and a concrete member to be used when joining a steel girder to have an integral structure on the upper side of a pier made of reinforced concrete, or joining a steel girder to a concrete girder so as to have a monolithic structure. It relates to a method and a device.

  In recent years, for the purpose of improving economy, seismic resistance, landscape, etc., a composite ramen of a type in which a steel girder as a superstructure, which is a steel member, and a reinforced concrete pier as a substructure, which is a concrete member, is integrated with the upper and lower parts. Bridges have been proposed.

  The rigid connection between the steel girder and the reinforced concrete pier in this type of upper and lower integrated structure is a joint made of different materials of steel and concrete, so how to transfer stress is important.

  In view of this, it has been proposed to use a perforated steel plate gibber at the rigid connection between the reinforced concrete bridge pier as described above and the steel girder placed on the upper side.

  Specifically, as shown in FIGS. 5A and 5B, an opening 3 having a shape corresponding to the cross-sectional shape of the reinforced concrete pier 5 is provided in the lower flange 2a of the box girder 2 serving as a fulcrum portion of the steel girder 1. In addition, a steel shell extending in the vertical direction in a shape corresponding to the cross-sectional shape of the reinforced concrete pier 5 is provided inside the box girder 2 on the upper side of the opening 3, for example, a cylindrical steel pipe when the reinforced concrete pier 5 is cylindrical. When the steel girder 1 is arranged above the reinforced concrete pier 5, the main rebar 6, which is an axial steel material projecting a required dimension above the top of the reinforced concrete pier 5, is attached to the steel pipe 4. It can be inserted and arranged inside.

  Furthermore, the inner surface of the steel pipe 4 is provided with vertical ribs 7 extending in the vertical direction at a plurality of locations in the circumferential direction, and a plurality of holes 8 are formed in the vertical ribs 7 at the vertical intervals. By doing so, a perforated steel plate gibber 9 is formed.

  When joining the steel girder 1 having the above configuration and the reinforced concrete pier 5, the steel pipe 4 of the steel girder 1 is placed on the upper side of the reinforced concrete pier 5, and the reinforced concrete pier 5 is placed inside the steel pipe 4. After the main rebar 6 protruding from the top portion is inserted and arranged, the steel pipe 4 is filled with concrete 10 to be joined.

  11 is a top plate for closing the upper end of the steel pipe 4, 12 is an inner web provided to extend in the left-right direction at the center in the front-rear direction inside the box girder 2, and 13 is the center in the left-right direction inside the box girder 2. It is the inner diaphragm provided in the part so that it might extend in the front-back direction. In FIG. 5A, for convenience of illustrating the inside of the steel pipe 4, the top plate 11 is shown in a separated state, and the description of the concrete 10 inside the steel pipe 4 is omitted.

  According to the joining method of the steel girder 1 and the reinforced concrete pier 5 having the above-described configuration, the compression force of the steel pipe 4 due to the bending moment and axial force generated in the rigid connection portion at the time of design load (live load loading) is as follows. 11, and then transmitted as a compressive force of the reinforced concrete pier 5. On the other hand, the tensile force generated on the opposite side of the compressive force is transmitted by the shear force of the concrete 10 contained in the hole 8 of the perforated steel plate gibber 9 provided inside the steel pipe 4 (for example, Non-Patent Document 1).

  By the way, when constructing the rigid connection part of the steel girder 1 and the reinforced concrete bridge pier 5 using the perforated steel plate gibber 9 as described above, the concrete 10 filled in the steel pipe 4 and each perforated steel plate gibber actually. In order to prevent the displacement with respect to 9, the steel girder 1 is placed on the reinforced concrete bridge pier 5, and the steel girder 1 inside the steel pipe 4 is placed as shown in FIGS. In the state where the main rebar 6 of the reinforced concrete bridge pier 5 is inserted, before filling the concrete 10 into the steel pipe 4, the holes 8 corresponding to the horizontal direction of each perforated steel plate gibber 9 are horizontally placed in advance. It is necessary to insert a reinforcing bar (dive bar) 14 in the direction and to arrange it. Specifically, a short reinforcing bar is inserted from the side into the hole 8 of each perforated steel plate diver 9 through the space between the adjacent perforated steel plate gibels 9 and inserted into the holes 8 aligned in the horizontal direction. The ends of the short rebars are in contact with each other while being wrapped with a necessary wrap length, thereby forming the anti-displacement rebar 14.

  Further, as a measure for preventing cracks due to drying shrinkage or the like of the concrete 10 filled in the steel pipe 4, the main reinforcements 6 along the arrangement of the main reinforcing bars 6 of the reinforced concrete bridge pier 5 inserted in the steel pipe 4 in advance are used. It is also necessary to arrange horizontal rebars 15 serving as crack prevention rebars in the direction perpendicular to the axial direction of the steel pipe 4 in upper and lower stages in the vicinity of the outer peripheral side surrounding the main rebar 6 with a predetermined interval t from the rebar 6. is there.

  In addition, in order to be able to easily arrange the reinforcing bars in the horizontal direction to be inserted through the holes (holes) of the perforated steel plate gibel (perforated steel plate gibel), a part of the holes of the perforated steel plate gibel The idea of notching and opening and inserting a reinforcing bar through the opening has been proposed (see, for example, Patent Document 1).

Hatsumi Iwasaki, Takayuki Nishido, “Mechanical properties of upper and lower integrated structures using perforated steel plates as rigid joints”, Steel Structure Journal, Japan Society of Steel Structure, June 2003, Vol. 10, No. 38, p. . 119-128 JP 2001-146756 A

  However, as shown in FIGS. 5 (a) and 5 (b), when the steel girder 1 and the reinforced concrete pier 5 are joined, the steel girder 1 is placed on the upper side of the reinforced concrete pier 5 and the reinforced concrete pier is placed. In a state where the main rebar 6 of 5 is inserted into the steel pipe 4 of the steel girder 1, an operator enters a narrow work space inside the steel pipe 4, and as shown in FIGS. It is necessary to carry out the reinforcing bar 14 in the hole 8 of each perforated steel plate gibber 9 and the horizontal reinforcing bar 15 in the vicinity of the outer periphery surrounding the main reinforcing bar 6. The actual situation is that the number of reinforcing bars to be increased is large and the labor of the operator is great.

  In addition, if the perforated steel plate gibel provided with the notch described in Patent Document 1 is used, it is effective for facilitating the work of arranging reinforcing bars in the horizontal direction with respect to the hole of the perforated steel plate gibel. It is. However, what is described in Patent Document 1 is only an invention related to a retaining wall / RC composite structure. Therefore, even if the perforated steel plate gibel described in Patent Document 1 described above is applied to the joint between the steel girder and the reinforced concrete bridge pier, it is arranged when the steel girder and the reinforced concrete pier are joined. The idea of reducing the number of power bars should not be led at all.

  Therefore, the present invention can reduce the number of reinforcing bars to be arranged when joining steel members and concrete members, such as steel girders and reinforced concrete bridge piers, and the work required for joining the steel members and concrete members. It is an object of the present invention to provide a method and an apparatus for joining a steel member and a concrete member so that the labor of a worker can be reduced.

  In order to solve the above-mentioned problems, the present invention provides, in correspondence with claim 1, a longitudinal rib extending in the axial direction of the steel shell on the inner surface of the steel shell provided at the joint portion of the steel member with the concrete member. Required in the circumferential direction is a drop-type dowel with holes drilled at required intervals in the longitudinal direction at positions close to the side edges and notches for opening each hole at one end of the longitudinal rib. The steel member and the concrete member are provided so that one side end of the drop-type dowel protrudes inward at intervals, and then the axial steel material protruded from the concrete member is inserted and disposed in the steel shell of the steel member. Is placed at the joining position, and then inserted into the holes arranged in the circumferential direction of each of the drop-shaped dowels provided in the steel shell through the notch portion to insert a crack prevention reinforcing rod / slip prevention reinforcing bar, After that, fill the steel shell with concrete. A method of joining the steel member and the concrete member for joining the serial steel member and the concrete member.

  Further, in the above configuration, the concrete member is a reinforced concrete bridge pier formed by projecting a main rebar which is an axial steel material from the top, and the steel member is a steel girder, and the inner surface of the vertical steel shell provided on the steel girder A drop-type gibber having vertical ribs with a width dimension reaching a position close to the main reinforcing bar at the top of the reinforced concrete pier is provided so as to protrude inward at a required interval in the circumferential direction, and then the steel girder is installed on the reinforced concrete pier. After placing the main rebar at the top of the reinforced concrete pier through the steel shell of the steel girder and placing it on the upper side, in the holes aligned in the horizontal direction of the drop-shaped gibber provided in the steel shell, Insert a crack-preventing rebar and anti-displacement rebar through the notch to place the bar, and then fill the steel shell with concrete to join the steel girder and the reinforced concrete pier. .

  Similarly, in the above configuration, the concrete member is a concrete girder in which a PC steel material that is an axial steel material is projected from the end in the axial direction, and the steel member is a steel girder, and the end in the axial direction of the steel girder On the inner surface of the steel shell in the axial direction, the drop-type dowel is provided so as to protrude inward in the circumferential direction at a required interval, and then the PC steel material of the concrete member is inserted into the steel shell of the steel girder. After placing the concrete girder and the steel girder at the joining position, insert the crack-preventing and anti-slipping rebars through the notches into the holes arranged in the circumferential direction of the drop-type dowels provided in the steel shell. Then, bar arrangement is performed, and then the steel shell is filled with concrete to join the steel girder and the concrete girder.

  Further, according to claim 4, a steel shell provided at a joint portion of the steel member with the concrete member and a position near one side edge portion of the longitudinal rib extending in the axial direction of the steel shell at a required interval in the longitudinal direction. A hole is formed, and a notch for opening each hole at one side end of the vertical rib is provided, and one side end is inward at a required interval in the circumferential direction on the inner surface of the steel shell. A drop-type diver provided so as to protrude, a crack-preventing rebar and a non-slipping rebar for arranging a bar through the notch in a hole arranged in the circumferential direction of each drop-type divel provided in the steel shell; A steel member-concrete member joining apparatus having a configuration in which the steel shell of the steel member is provided with concrete filled in the steel shell in a state where the axial steel material of the concrete member is inserted and disposed in the steel shell of the steel member.

  Further, in the above configuration, the concrete member is a reinforced concrete bridge pier in which a main reinforcing bar which is an axial steel material protrudes from the top, the steel member is a steel girder having a steel shell in the vertical direction, and a drop-type diver. Is configured to have a longitudinal rib having a width dimension reaching from the inner surface of the steel shell of the steel girder to a position close to the main reinforcing bar at the top portion of the reinforced concrete bridge pier inserted through the steel shell.

  Similarly, in the above configuration, the concrete member is a concrete girder in which a PC steel material, which is an axial steel material, protrudes from an axial end portion, and the steel member is an axial steel shell at the axial end portion. It is set as the structure made into the steel girder which provided.

According to the present invention, the following excellent effects are exhibited.
(1) A hole drilled at a required interval in the longitudinal direction on the inner surface of a steel shell provided at a joint portion of the steel member with a concrete member at a position near one edge of a longitudinal rib extending in the axial direction of the steel shell. The drop-type dowel provided with a notch for opening each hole at one end of the vertical rib is arranged so that one end of the drop-type dowel protrudes inward at a required interval in the circumferential direction. Next, after the steel member and the concrete member are arranged at the joining position so that the axial steel material protruding from the concrete member is inserted and arranged in the steel shell of the steel member, the steel member is provided in the steel shell. Insert holes into the holes aligned in the circumferential direction of each drop-type dowel through the notches to place cracks and anti-displacement reinforcing bars, and then place concrete into the steel shell to fill the steel members. Steel members and joints that join concrete members Since there is a cleat member joining method and apparatus, the anti-cracking reinforcing bar and anti-slipping reinforcing bar can exert the anti-slipping function between the drop-type gibber and the concrete filled in the steel shell, The function of preventing cracks due to drying shrinkage or the like of the concrete filled in the steel shell can be exhibited.
(2) Therefore, in the steel shell, a reinforcing bar for exerting a function of preventing the slippage between each drop-type diver and the concrete filled in the steel shell, and drying shrinkage of the concrete filled in the steel shell, etc. The number of reinforcing bars to be subjected to the rebaring work performed in the steel shell of the above steel member is greatly reduced compared to the case of reinforcing bars individually to reinforce the function of preventing cracks due to cracking. It is possible to greatly reduce the labor of the worker required for the bar arrangement work.
(3) The concrete member is a reinforced concrete bridge pier formed by projecting the main rebar, which is an axial steel material, from the top, and the steel member is a steel girder, on the inner surface of the vertical steel shell provided on the steel girder, A drop-type gibber with vertical ribs with width dimensions reaching the position close to the main reinforcing bar at the top of the reinforced concrete pier is provided so as to protrude inward in the circumferential direction at the required interval. After placing the main rebar at the top of the reinforced concrete pier through the steel shell of the steel girder, the notches are formed in the horizontally aligned holes of the drop-type gibbles provided in the steel shell. Insert a crack prevention rebar / displacement rebar through the bar, and then place the steel shell into the concrete to join the steel girder and the reinforced concrete pier. More, the upper side of the reinforced concrete pier with can be joined to steel girder, it is possible to form a rigid connection portion to the junction point.
(4) Furthermore, since the crack preventing rebar / displacement reinforcing bar can be placed at the lower end of each hole by its own weight by being inserted into each hole through the notch of the drop-type dowel, the crack prevention It is possible to easily position the reinforcing bar and misalignment preventing reinforcing bar, and this also makes it possible to further reduce the labor of the worker required for the bar arrangement work.
(5) The concrete member is a concrete girder in which a PC steel material that is an axial steel material is projected from the end in the axial direction, and the steel member is a steel girder, and is provided at the end in the axial direction of the steel girder. On the inner surface of the steel shell in the axial direction, a drop-type dowel is provided so as to protrude inward in the circumferential direction at a required interval, and then the concrete steel material is inserted and disposed in the steel shell of the steel girder. After the girder and steel girder are arranged at the joining position, the crack prevention reinforcing rod and anti-slipping rebar are inserted into the holes arranged in the circumferential direction of the drop-type gibber provided in the steel shell through the notch. The steel girder and the concrete girder can be joined by connecting the steel girder and the concrete girder by filling the steel shell with concrete and then joining the steel girder. Rigid connection in place It can be formed.

  The best mode for carrying out the present invention will be described below with reference to the drawings.

  1 and 2 (a) and (b) are applied to the joining of a steel girder as a steel member and a reinforced concrete pier as a concrete member as one embodiment of the method and apparatus for joining a steel member and a concrete member of the present invention. In this case, the steel member-concrete member joining apparatus of the present invention has a steel shell 4a provided at a fulcrum portion of a steel girder 1 as a steel member, and protrudes inwardly to the inner surface of the steel shell 4a. A drop-type diver 19 provided, and a crack-preventing and anti-displacement reinforcing bar 20 for arranging in a hole 17 arranged in the circumferential direction of each of the drop-type divels 19 provided in the steel shell 4a. The steel shell 4a of the girder 1 is filled with concrete (not shown) in the steel shell 4a in a state where the main rebar 6 as an axial steel material protruding from the top of the reinforced concrete pier 5 is inserted and arranged, and the above reinforced concrete pier 5 A structure in which so as to bond the steel girder 1.

  That is, as shown in FIGS. 5A and 5B, the opening 3 having a shape corresponding to the cross-sectional shape of the reinforced concrete bridge pier 5 is provided in the lower flange 2a of the box girder 2 serving as the fulcrum portion of the steel girder 1. A steel shell 4a extending in the vertical direction in a shape corresponding to the cross-sectional shape of the reinforced concrete pier 5 inside the box girder 2 inside the opening 3, for example, a rectangular tube when the reinforced concrete pier 5 has a prismatic shape. When the steel girder 1 is placed on the upper side of the reinforced concrete pier 5 by providing a steel shell 4a, the main reinforcing bar 6 protruding upward from the top of the reinforced concrete pier 5 is inserted into the rectangular tubular steel pipe 4a. So that it can be inserted inside. In addition, as shown in FIG. 1, the said square cylindrical steel shell 4a is set as the structure which uses the web 2b before and behind the said box girder 2 as a side wall before and behind this square cylindrical steel shell 4a as it is. The top flange 2c of the box girder 2 is used as it is as a top plate for closing the upper end portion of the square tubular steel shell 4a.

  Further, on the inner surface of the rectangular tubular steel shell 4a, drop-type divels 19 are provided so as to protrude inward at a plurality of locations at required intervals in the circumferential direction. Each drop-type diver 19 is located in the vicinity of the main reinforcing bar 6 from the inner surface of the rectangular steel shell 4a when the main reinforcing bar 6 of the reinforced concrete bridge pier 5 is inserted and disposed inside the rectangular steel shell 4a. A vertical rib 16 extending in the vertical direction, which is the axial direction of the rectangular tubular steel shell 4a, with a width dimension to reach, was drilled at a required distance in the vertical direction at a position closer to one side edge on the protruding side of the vertical rib 16. A plurality of holes 17 and a notch 18 for opening each hole 17 at one side end serving as a protruding end of the vertical rib 16 are provided.

  Thereafter, the square tubular steel shell 4a provided with the drop-type diver 19 of the steel girder 1 is placed on the upper side of the reinforced concrete pier 5 and the main reinforcing steel 6 is placed inside the square tubular steel shell 4a. After being inserted, a rectangular tube shape is formed through the notch 18 in the hole 17 corresponding to the horizontal direction of the drop-type dowels 19 arranged in the front-rear or left-right direction along the inner surface of the rectangular tube-shaped steel shell 4a. Reinforcing and reinforcing bars 20 for preventing cracking of concrete in a direction perpendicular to the axial direction of the steel shell 4a are inserted to perform reinforcement. Furthermore, the crack preventing rebar / slipping rebar 20 inserted into each hole 17 of the drop-type diver 19 disposed on the front and rear and the left and right surfaces of the square tubular steel shell 4a has both ends in the longitudinal direction. Those adjacent to each other across the corner of the rectangular steel shell 4a are connected. Although not shown in the drawing, the crack prevention reinforcing bars 20 and the anti-displacement reinforcing bars 20 arranged in multiple stages in the vertical direction according to the arrangement of the vertical holes 17 of the drop-type diver 19 are arranged in the longitudinal direction and the lateral direction. It is assumed that they are connected in a grid pattern through vertical reinforcing bars arranged at required intervals. As a result, the crack-preventing reinforcing bar and anti-displacement reinforcing bar 20 is inserted into the hole 17 in each drop-type diver 19 and, at the same time, the drop-type diver 19 protruding to the vicinity of the main rebar 6 of the reinforced concrete bridge pier 5. Through each hole 17 provided near the protruding end, the upper and lower tiers are arranged in a position surrounding the vicinity of the outer peripheral side of the entire main reinforcing bar 6 of the reinforced concrete bridge pier 5. In other words, conventionally, at the joint between the steel girder 1 and the reinforced concrete pier 5, the outer peripheral side that surrounds the entire main rebar 6 with a predetermined interval t from each main rebar 6 along the arrangement of the main rebar 6 of the reinforced concrete pier 5. Similar to the horizontal reinforcing bars 15 (see FIGS. 6 (A) and 6 (B)) arranged in the upper and lower multi-stages in the vicinity, the above-mentioned crack preventing reinforcing bars and anti-displacement reinforcing bars 20 follow the arrangement of the main reinforcing bars 6 of the reinforced concrete bridge pier 5. Thus, the main reinforcing bars 6 are arranged in multiple stages in the vicinity of the outer peripheral side that surrounds the main reinforcing bars 6 with a required interval t.

  Thereafter, concrete (not shown) is filled inside the rectangular steel shell 4a, and the steel girder 1 and the reinforced concrete pier 5 are joined.

  In FIGS. 1 and 2 (a) and (b), the same components as those shown in FIGS. 5 (a) and (b) and FIGS. 6 (a) and (b) are denoted by the same reference numerals.

  When the steel girder 1 and the reinforced concrete bridge pier 5 are joined by the joining method and apparatus described above, the square tubular steel shell 4a is caused by the bending moment and axial force generated in the rigid joint during the design load (live load loading). The compressive force is transmitted as a support pressure of the upper flange 2c of the box girder 2 serving as the top plate of the rectangular tubular steel shell 4a, and thereafter transmitted as a compressive force of the reinforced concrete bridge pier 5. On the other hand, the tensile force generated on the opposite side of the compressive force is transmitted by the shearing force of the concrete (not shown) contained in each hole 17 of the drop-type dowel 19 provided inside the square tubular steel shell 4a. become.

  Thus, according to the joining method of the reinforced concrete bridge pier and the steel girder according to the present invention, the rigid connection portion capable of transmitting the same force as the conventional one is formed between the reinforced concrete bridge pier 5 and the steel girder 1. it can.

  Further, as described above, the crack-preventing rebar and anti-displacement rebar 20 is disposed so as to pass through the hole 17 in each drop-type diver 19, so that each drop-type diver 19 and the square tubular steel shell are provided. Since the steel plate 4a has a function of preventing slippage with concrete (not shown) filled in 4a and at the same time, it is arranged in multiple stages in the vicinity of the outer periphery surrounding the main reinforcing bar 6 of the reinforced concrete bridge pier 5, so The function of preventing cracks due to drying shrinkage or the like of concrete (not shown) filled in the shell 4a can also be exhibited.

  Therefore, after placing the steel girder 1 on the upper side of the reinforced concrete pier 5 and prior to filling the concrete into the rectangular steel shell 4a, the corners through which the main rebar 6 of the reinforced concrete pier 5 has been inserted are inserted. Since the only reinforcing bars in the horizontal direction that are the targets of the bar arrangement work performed inside the cylindrical steel shell 4a are the crack preventing reinforcing bars and anti-displacement reinforcing bars 20, the conventional reinforcing bars as shown in FIGS. The reinforcing bar 14 is arranged in each hole 8 of the perforated steel plate gibber 9 and the horizontal reinforcing bar 15 is arranged in multiple stages in the vicinity of the outer periphery surrounding the main reinforcing bar 6 of the reinforced concrete bridge pier 5. As compared with the case where the bar is performed individually, the number of reinforcing bars to be subjected to the bar arrangement work can be greatly reduced, and the labor of the worker required for the bar arrangement work can be greatly reduced.

  Moreover, since the crack preventing rebar / slipping rebar 20 is inserted into each hole 17 through the notch portion 18 of the drop-type diver 19, it is arranged at the lower end of each hole 17 by its own weight. It is possible to easily position the crack preventing rebar / displacement rebar 20. This makes it possible to further reduce the labor of the operator required for the bar arrangement work, whereas a large amount of labor is conventionally required for the horizontal rebar positioning work.

  Next, FIG. 3 shows an application example of the above embodiment as another embodiment of the present invention. In the same configuration as shown in FIG. 1 and FIG. Is replaced with a structure in which the steel girder 1 is provided with a rectangular steel shell 4a on the box girder 2 at the fulcrum that is a joint point with the reinforced concrete pier 5, and the reinforced concrete pier 5 is formed in a cylindrical shape. The steel girder 1 is the same as that shown in FIGS. 5 (a) and 5 (b) as a steel shell for inserting the main rebar 6 of the reinforced concrete bridge pier 5 through the box girder 2 serving as the fulcrum portion. The cylindrical steel pipe 4 in the vertical direction is provided.

  As described above, the drop-type dowels 19 similar to those shown in FIG. 1 and FIGS. 2 (a) and (b) are provided on the inner side of the steel pipe 4 provided at the fulcrum portion of the steel beam 1 at numerous locations in the circumferential direction. Provide to project to

  Then, after placing the steel pipe 4 provided with the drop-shaped diver 19 of the steel girder 1 on the upper side of the columnar reinforced concrete bridge pier 5 and inserting the main rebar 6 inside the steel pipe 4 In addition, through the notch 18 through the notch 18 in the hole 17 corresponding to the horizontal direction of the drop-type dowels 19 arranged in the circumferential direction along the inner surface of the steel pipe 4, the crack prevention rebar is also perpendicular to the axial direction of the steel pipe 4. The stop reinforcing bar 20 is inserted to arrange the bars. In this case, since the holes 17 corresponding to the horizontal direction of the drop-type dowels 19 are arranged concentrically with the inner surface of the steel pipe 4, the crack-preventing reinforcing bar and anti-displacement reinforcing bar 20 is previously provided in the above-described manner. A circle having a diameter corresponding to the arrangement position of the holes 17 corresponding to the horizontal direction between the drop-shaped dowels 19 is formed in an arc shape that is divided into a plurality of, for example, four in the circumferential direction. The crack-preventing reinforcing bar and anti-displacement reinforcing bar 20 may be inserted from the center side of the steel pipe 4 through the notch 18 into the hole 17 corresponding to the horizontal direction of the drop-type dowels 19.

  Thereafter, in the same manner as shown in FIGS. 1 and 2 (a) and 2 (b), the crack-preventing reinforcing bars and slip stoppers inserted into the holes 17 of the drop-type gibber 19 arranged on the inner surface of the steel pipe 4 are used. After joining both ends in the longitudinal direction of the reinforcing bars 20 adjacent to each other in the circumferential direction, the crack preventing reinforcing bars and anti-displacement reinforcing bars 20 arranged in multiple stages in the vertical direction are arranged at a required interval in the circumferential direction. After connecting the steel pipe 4 in a lattice form via a vertically arranged reinforcing bar (not shown), the steel pipe 4 is filled with concrete (not shown), and the steel girder 1 and the reinforced concrete pier 5 are joined. Like that.

  Other configurations are the same as those shown in FIG. 1 and FIGS. 2A and 2B, and the same components are denoted by the same reference numerals.

  Also according to this embodiment, the main reinforcing bar of the reinforced concrete bridge pier 5 is provided by inserting the crack preventing reinforcing bar and anti-displacement reinforcing bar 20 into the hole 17 of each drop-type gibber 19 provided in the steel pipe 4 of the steel girder 1. 6 can be arranged in the upper and lower multi-stages in the vicinity of the outer peripheral side surrounding the main rebar 6 with a required distance from each main rebar 6 along the arrangement of the steel 6, so that the steel girder 1 and the reinforced concrete pier 5 are joined together. In the portion, the crack preventing rebar / prevention rebar 20 can exert a function of preventing the slippage between each drop-type gibber 19 and the concrete (not shown) filled in the steel pipe 4, and at the same time, in the steel pipe 4. The function of preventing cracks due to drying shrinkage or the like of concrete (not shown) filled in can be exhibited.

  Accordingly, the present embodiment can provide the same effects as those of the above embodiment.

  Next, FIG. 4 shows a case where the present invention is applied to the joining of a steel girder as a steel member and a concrete girder as a concrete member as still another embodiment of the present invention. A steel shell 22 provided at one end of a steel girder 21 as a member, a drop-type diver 19 provided so as to protrude inwardly on the inner surface of the steel shell 22, and the respective drop-types provided in the steel shell 22 A crack-preventing reinforcing bar and anti-displacement reinforcing bar 20 for arranging the bars 17 in the circumferential direction of the gibber 19 are provided, and the steel shell 22 of the steel girder 21 is connected to the steel girder joint side of the concrete girder 23 as a concrete member. Concrete steel (not shown) is filled in the steel shell 22 in a state in which the PC steel material 24 as an axial steel material protruded from one end to be inserted is disposed, and the steel girder 22 and the concrete girder 23 are joined. I'll let you And the configuration.

  More specifically, the concrete girder 23 has a configuration in which four PC steel members 24 in two rows in the front and rear are protruded from the end part on the steel girder joint side in the upper and lower rows and to the required dimensions.

  The steel girder 21 is surrounded by a front and rear web 21a, an upper flange 21b, and a lower flange 21c at one end in a longitudinal direction having an outer shape corresponding to a cross-sectional shape of the concrete girder 23 to be a joint portion with the concrete girder 23. An inner space is formed, and a required position separated in accordance with the projecting dimension of the PC steel material 24 of the concrete girder 23 from the longitudinal end of the steel girder 21 in the inner space is defined in the longitudinal direction of the steel girder 21. The intermediate portion 26 in the front-rear direction in the inner space on one end side of the diaphragm 25 is partitioned by the middle web 26 perpendicular to the longitudinal direction, and the intermediate portion in the vertical direction is aligned in the longitudinal direction. As a structure formed by partitioning with a horizontal intermediate flange 26, the front and rear webs 21 a and upper and lower flanges are formed at one end in the longitudinal direction of the steel girder 21. 1b, and 21c, an intermediate web 26, an intermediate flange 27, rectangular tube-shaped steel shells 22 along the longitudinal direction of the four steel girder 21 of two rows back and forth two upper and lower stages by a diaphragm 25 is formed. As a result, the PC steel material 24 of the concrete girder 23 can be inserted and arranged in each square tubular steel shell 22.

  Further, on the inner surface of the rectangular tube-shaped steel shell 22, in the axial direction of the rectangular tube-shaped steel shell 22 similar to that shown in FIGS. Longitudinal ribs 16 that extend, a plurality of holes 17 that are drilled at required intervals in the longitudinal direction at positions near one side edge in the width direction of the longitudinal ribs 16, and the holes 17 are opened at one end of the longitudinal ribs 16. A drop-type dowel 19 including a notch portion 18 is provided so that one end of the vertical rib 16 protrudes inward.

  Thereafter, the steel girders 21, the concrete girders 23 and the steel girders 21 are individually inserted into the square tubular steel shells 22 provided with the drop-type diver 19 of the steel girders 21. Are arranged at the joining position, and the notch portion is formed in the hole 17 corresponding to the front and rear or the vertical direction of the drop-type dowels 19 arranged in the front and rear or the vertical direction along the inner surface of the square tubular steel shell 22. 18 is inserted into the crack prevention rebar / displacement rebar 20 in a direction perpendicular to the axial direction of the rectangular steel shell 22.

  The crack-preventing rebar and anti-displacement rebar 20 inserted into the holes 17 of the drop-type diver 19 disposed on the front and back and upper and lower surfaces of the rectangular tubular steel shell 22 has both ends in the longitudinal direction at the corners. Adjacent ones are sandwiched by sandwiching the corners of the cylindrical steel shell 22. Although not shown in the drawing, the crack prevention reinforcing bars 20 and the anti-displacement reinforcing bars 20 arranged in the axial direction of the square tubular steel shells 22 in accordance with the arrangement of the holes 17 in the longitudinal direction of the drop-type diver 19 Are connected in a grid pattern through the reinforcing bars in the axial direction of the rectangular tubular steel shells 22 arranged at required intervals in the front-rear direction and the vertical direction. As a result, the crack-preventing reinforcing bar and anti-displacement reinforcing bar 20 is inserted and disposed in the hole 17 in each drop-type diver 19, and at the same time, surrounds the PC steel material 24 of the concrete girder 23 so as to surround the square tubular steel shell. Many are arranged in the axial direction of 22.

  After that, the front end portion of the PC steel material 24 of the concrete girder 23 inserted and arranged in each square tubular steel shell 22 provided in the steel girder 21 is passed through the diaphragm 25 and protrudes from the diaphragm 25. In the state where the steel girder 21 and the concrete girder 23 are temporarily connected via the PC steel material 24 by screwing a nut 28 to a screw portion (not shown) formed at the protruding end portion of the PC steel material 24. Concrete (not shown) is filled inside the rectangular cylindrical steel shell 22 so that the steel girder 21 and the concrete girder 23 are joined.

  Thus, according to this Embodiment, the steel girder 21 and the concrete girder 23 can be joined and a rigid connection part can be formed in a joining location.

  Further, in each square tubular steel shell 22 of the steel girder 21, a reinforcing bar for exerting a function of preventing the displacement between each drop-type diver 19 and the concrete (not shown) filled in the square tubular steel shell 22. In addition, as the reinforcing bar for exerting the function of preventing cracks due to drying shrinkage or the like of the concrete (not shown) filled in the rectangular tube-shaped steel shell 22, only the crack preventing reinforcing bar / slipping reinforcing bar 20 is arranged. Since it only needs to be streaked, compared to the case where the reinforcing bar for exhibiting the above-mentioned anti-slipping function and the reinforcing bar for exhibiting the function of preventing cracking of the above concrete are separately arranged, The number of reinforcing bars to be subjected to the bar arrangement work can be greatly reduced, and the labor of the worker required for the bar arrangement work can be greatly reduced.

  Note that the present invention is not limited to the above embodiment, and the size of the hole 17 and the notch 18 in the drop-type dowel 19 depends on the diameter of the concrete crack prevention reinforcing bar and anti-displacement reinforcing bar 20. You may change suitably.

  The interval and number of the holes 17 arranged in the longitudinal direction in the drop-type diver 19 and the number of drop-type divers 19 provided on the inner surfaces of the rectangular steel shells 4a, 22 and the steel pipe 4 are the same You may set suitably according to the design load (live load + dead load) which acts between the cylindrical steel shells 4a and 22 and the concrete which is not illustrated filled in the inside of the steel pipe 4.

  The shape of the hole 17 provided in the drop-type dowel 19 is circular from the viewpoint of preventing uneven stress when a shearing force acts on the concrete (not shown) inside the hole 17. However, it may be slightly deformed, such as an elliptical shape or a polygonal shape with rounded corners.

  In the embodiment of FIGS. 1 and 2 (a) and 2 (b) and the embodiment of FIG. 3, the vertical rib 17 constituting the drop-type dowel 19 protrudes from the rectangular steel shell 4a or the inner surface of the steel pipe 4. You may change a dimension suitably according to the covering concrete thickness of the main reinforcement 6 in the reinforced concrete bridge pier 5. FIG.

  The notch 18 provided in each hole 17 of the drop-type dowel 19 is provided with a hole 17 as long as the crack preventing and reinforcing bars 20 inserted into the drop-type dowel 19 do not fall off from each hole 17 by its own weight. You may make it change the up-down direction position and angle with respect to a little.

  The steel shell provided inside the box girder 2 in the steel girder 1 appropriately employs a rectangular steel shell 4a or a cylindrical steel pipe 4 depending on the cross-sectional shape of the reinforced concrete pier 5 to which the steel girder 1 is to be joined. It's okay. Further, the steel shell may be provided with a top plate separate from the upper flange 2c of the box girder 2.

  Further, in the embodiment shown in FIGS. 1 and 2 (a) and 2 (b), the rectangular steel shell 4a may be provided with a front / rear / left / right wall surface separate from the web 2b of the box girder 2.

  In the embodiment of FIG. 4, the steel shell provided at the end of the steel girder 21 on the joint side with the concrete girder 23 is configured so that the PC steel material 24 projected from the concrete girder 23 can be inserted and disposed. If the desired joining strength of the steel girder 21 and the concrete girder 23 can be obtained by filling the steel shell with concrete, the upper and lower and front and rear division numbers protrude from the concrete girder 23. Depending on the number of PC steel materials 24, the number of divisions may be smaller than the number of PC steel materials 24, or the inner space of the steel girder 21 may be divided as it is without being divided up and down and front and rear. It may be used as a shell.

  The present invention can be applied to the joining of any steel member and concrete member other than the joining of the steel girder 1 and the reinforced concrete bridge pier 5, the joining of the steel girder 21 and the concrete girder 23, and various other changes within the scope of the present invention. Of course, it can be added.

As one embodiment of the method and apparatus for joining a steel member and a concrete member of the present invention, it shows a case where it is applied to joining a steel girder and a reinforced concrete pier, and is a schematic perspective view showing a bar arrangement structure in a rigid joint is there. FIG. 1 shows the positional relationship between the drop-type gibber, the main reinforcing bar of the reinforced concrete pier, and the anti-slipping and horizontal reinforcing bar in the bar arrangement structure of FIG. 1, (A) is a schematic plan view, and (B) is A of (A). -It is an A arrow enlarged view. FIG. 10 is a schematic perspective view showing a bar arrangement structure in a rigid connection portion, showing an application example of the embodiment of FIG. 1 as another embodiment of the present invention. It is a schematic perspective view which shows the case where it applies to joining of a steel girder and a concrete girder as another form of implementation of this invention, and shows the bar arrangement structure in a rigid connection part. The technique conventionally proposed in order to join a reinforced concrete pier and a steel girder is shown, (a) is a schematic perspective view, (b) is an enlarged cut front view. The bar arrangement structure in the joining method of FIG. 5 is shown, (A) is a schematic plan view, (B) is the BB direction arrow enlarged view of (A).

Explanation of symbols

1 Steel girders (steel members)
4 Steel pipe (steel shell)
4a Square tubular steel shell (steel shell)
5 Reinforced concrete piers (concrete members)
6 Main reinforcement (axial steel)
16 Longitudinal rib 17 Hole 18 Notch 19 Drip-type dowel 20 Crack prevention rebar and anti-displacement rebar 21 Steel girder (steel member)
22 Square tubular steel shell (steel shell)
23 Concrete girders (concrete members)
24 PC steel (axial steel)

Claims (6)

  Holes drilled at required intervals in the longitudinal direction on the inner surface of the steel shell provided at the joint portion of the steel member with the concrete member at positions near one side edge of the longitudinal rib extending in the axial direction of the steel shell, A drop-type dowel provided with a notch for opening a hole at one side end of the vertical rib is provided so that one side end of the drop-type dowel projects inward at a required interval in the circumferential direction, and then Each of the drop molds provided in the steel shell after the steel member and the concrete member are arranged at the joining position so that the axial steel material protruded from the concrete member is inserted and arranged in the steel shell of the steel member. Insert holes into the holes arranged in the circumferential direction of the gibber through the notches to prevent cracking and misalignment, and then fill the steel shell with concrete to fill the steel and concrete members. It is characterized by joining Method of joining members and the concrete member.   The concrete member is a reinforced concrete bridge pier in which the main rebar, which is an axial steel material, protrudes from the top, and the steel member is a steel girder, and the above-mentioned reinforced concrete pier top is formed on the inner surface of the vertical steel shell provided on the steel girder. A drop-type dowel with vertical ribs with a width dimension reaching a position close to the main reinforcing bar of the steel bar is provided so as to protrude inward at a required interval in the circumferential direction, and then the steel girder is placed on the upper side of the reinforced concrete pier The main reinforcing bar at the top of the reinforced concrete bridge pier is inserted into the steel shell of the steel girder, and then cracks are prevented through the notches in the horizontally aligned holes of the drop-type gibber provided in the steel shell. 2. A steel member according to claim 1, wherein a reinforcing bar and misalignment preventing reinforcing bar is inserted to place the reinforcing bar, and then the steel shell is filled with concrete to join the steel girder and the reinforced concrete bridge pier. Method for joining concrete members.   The concrete member is a concrete girder in which a PC steel material, which is an axial steel material, is projected from an end portion in the axial direction, and the steel member is a steel girder, and the axial member provided at the axial end portion of the steel girder On the inner surface of the steel shell, drop-type dowels are provided so as to protrude inward in the circumferential direction at a required interval, and then the concrete steel PC and steel members are inserted and arranged in the steel shell of the steel beam. After placing the girders at the joint position, insert the crack-preventing and anti-displacement reinforcing bars through the notches into the holes arranged in the circumferential direction of the drop-type dowels provided in the steel shell to place the bars. 2. The method for joining a steel member and a concrete member according to claim 1, wherein after that, the steel shell is filled with concrete to join the steel girder and the concrete girder.   Holes are drilled at required intervals in the longitudinal direction at positions close to one edge portion of the steel shell provided at the joint portion of the steel member with the concrete member and the longitudinal rib extending in the axial direction of the steel shell. A drop-type dowel provided with a notch for opening the first rib at one side end of the vertical rib, and provided so that one side end protrudes inward at a required interval in the circumferential direction on the inner surface of the steel shell; A crack-preventing rebar and anti-displacement rebar for placement through the notch in holes arranged in the circumferential direction of the drop-shaped dowels provided in the steel shell, and the concrete member on the steel shell of the steel member. An apparatus for joining a steel member and a concrete member, characterized in that the steel member and the concrete member are provided with concrete filled in the steel shell in a state where an axial steel material is inserted and arranged.   The concrete member is a reinforced concrete pier that protrudes from the top with a main rebar that is an axial steel material. The steel member is a steel girder having a steel shell in the vertical direction. The joining apparatus of the steel member and concrete member of Claim 4 which has the vertical rib of the width dimension which reaches to the position close to the main reinforcement of the said reinforced concrete bridge pier top part inserted and arrange | positioned in this steel shell from the inner surface of a steel shell.   The concrete member is a concrete girder in which a PC steel material, which is an axial steel material, is projected from an end portion in the axial direction, and the steel member is a steel girder in which an axial steel shell is provided at the end portion in the axial direction. The apparatus for joining a steel member and a concrete member according to claim 4.

Images