JP5333375B2 - Segment and manufacturing method thereof - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a segment which suppresses out-of-plane deformation of a flange member on the basis of welding heat by an inexpensive constitution, and which can enhance load transfer performance between the flange members. <P>SOLUTION: This segment 1 includes a main girder 5 which comprises a web member 51 and the flange member 52, and a skin plate 7 which is provided on either or both of a natural-ground and inner-space sides; the web member 51 and the flange member 52 are fixed to each other by welding; and a connecting member 3 for connecting the web member 51 and the flange member 52 together or connecting the vertically-opposed flange members 52 together is provided. <P>COPYRIGHT: (C)2011,JPO&amp;INPIT

Description

  The present invention relates to a segment used as a lining body or the like in a shield tunnel, and more particularly to a segment configured by welding a web member and a flange member of a main girder.

  In a shield method widely known as a method for constructing an underground tunnel, a segment is generally used for the purpose of maintaining a closed space to be constructed. This segment is usually a lining body that is connected in the circumferential direction and axial direction of the tunnel and holds a closed space constructed in the ground, and is made of concrete, iron, or a composite structure type that combines these It has been known. Further, the iron segment includes a steel segment that is assembled by welding after cutting a steel plate into a predetermined size and shape, and a cast iron segment that is molded with a mold.

  As an example of such a segment, as shown in Patent Document 1, for example, a segment structure has been proposed that can provide earthquake resistance without changing the length of the male engagement member in the tunnel axis direction. According to the technology disclosed in Patent Document 1, the main girder is configured by joining the flange member and the web member to each other by welding.

  However, when the flange member and the web member are actually joined by welding, the flange member 72 is deformed out of plane with respect to the web member 71 as shown in FIG. End up. Therefore, in order to prevent out-of-plane deformation of the flange member 72 with respect to the web member 71 and to ensure a predetermined dimensional accuracy, a large correction process is required, and the manufacturing cost of the segment is greatly increased. was there.

  Further, as another example of the segment, as shown in Patent Document 2, for example, a composite segment is disclosed in which the cross sections of the main girders on both sides are C-shaped members having openings inside the segment. This C-shaped member is configured by providing flange members 74 at the upper and lower ends of the web member 73 as shown in FIG. In addition, in the disclosed technique of Patent Document 2, a case where a grooved steel is used as a C-shaped member is described as an example. However, when the C-shaped member is formed by welding, It can be expressed in the form shown in 27 (b).

  However, in the disclosed technique of this Patent Document 2, it is premised that the filling concrete 75 is filled to the end, and in particular, the load transmission property in the direction of arrow A in the figure via the filling concrete 75 between the flange members 74 is. It becomes important. In particular, when the cross-sectional area of the flange member 74 is increased for the purpose of increasing the rigidity and proof stress of the segment, the strength of the filling concrete 75 as a load transmitting member between the flange members 74 facing vertically is insufficient. Will reduce the load transmission performance. As a result, the configuration disclosed in Patent Document 2 has a problem that required structural performance cannot be exhibited particularly when the cross-sectional area of the flange member 74 is increased.

  Furthermore, in such a segment structure premised on the filling of the filling concrete 75, the flange member 74 and the filling concrete 75 may be displaced in the tunnel circumferential direction. When such a deviation occurs, the integrity of the flange member 74 and the filling concrete 75 described above is impaired, and the rigidity and proof stress of the segment are significantly reduced. Therefore, it is necessary to suppress this.

  Further, in the segment having the inner flange member arranged in an arc shape in the circumferential direction of the tunnel, when the tensile axial stress in the tunnel circumferential direction acts on the inner flange member, the inner cavity is caused by the apparent abdominal pressure. There is a tendency that the side flange member is deformed out of the plane toward the inner side of the tunnel, which causes a problem that the rigidity and proof stress of the segment are lowered. In particular, when concrete is packed in the interior, cracks in the concrete or peeling between the flange member and the concrete occurs, and there is a problem in that durability performance decreases.

JP 2005-264661 A JP 2005-351535 A

  Accordingly, the present invention has been devised in view of the above-described problems, and the object of the present invention is to provide such a flange member in a segment formed by welding a web member and a flange member of a main girder. In addition to suppressing the out-of-plane deformation of the flange member based on the welding heat generated when joining the web member and the web member with a less expensive configuration, load transfer between the flange members, especially when filling in-filled concrete A segment that improves performance and prevents cracking of the concrete due to out-of-plane deformation of the flange member in the tunnel normal direction, or peeling of the flange member and concrete, and thus the required structural performance and durability performance. Is to provide.

  In order to solve the above-described problems, the present invention connects the web member and the flange member in the main girder in which the web member and the flange member are fixed to each other by welding, or connects the flange members facing each other vertically by the connecting member. Segment.

A segment according to a first aspect of the present invention is a segment comprising at least a pair of main girders having one web member and at least one flange member, and a skin plate on either or both of the natural mountain side and the inner sky side. The web member and the flange member are fixed to each other by welding, and between the web member and the flange member, between the flange members opposed to each other vertically, or between the flange member opposed to each other vertically and the skin plate. connecting member for connecting is provided a said connecting member, characterized in that at intervals the tunnel circumferentially provided with a plurality.

A segment according to the second invention is a segment comprising at least a pair of main girders having one web member and at least one flange member, and a skin plate on one or both of the natural ground side and the inner sky side. The web member and the flange member are fixed to each other by welding, and between the web member and the flange member, between the flange members opposed to each other vertically, or between the flange member opposed to each other vertically and the skin plate. connecting member for connecting is provided a said connecting member provided continuously to the tunnel circumferential direction, and having at least an opening.

A segment according to a third invention is characterized in that, in the first or second invention, concrete is filled and hardened inside a steel shell including the main girder, the joint plate, and the skin plate.

A segment according to a fourth invention is characterized in that, in the third invention, a stopper is provided on the inner surface of the steel shell.

The segment according to a fifth invention is characterized in that, in the fourth invention, the stopper is a rod-like member attached between the main beams facing each other in the tunnel axis direction.

A segment according to a sixth invention is characterized in that, in the third to fifth inventions, reinforcing reinforcing bars are embedded and arranged in the inner circumferential concrete in the tunnel circumferential direction.

A segment according to a seventh invention is characterized in that, in the first to sixth inventions, the connecting member is connected by a connecting member between opposing main beams.

The segment according to an eighth invention is characterized in that, in the first to sixth inventions, opposing main girders are connected by the connecting member.

A segment according to a ninth invention is the segment according to the seventh invention, wherein the connecting member is connected by a connecting member between opposing main girders and spans adjacent connecting members spaced in the circumferential direction of the tunnel. A circumferential reinforcing steel bar is inserted.

The segment according to the tenth invention is the segment according to the eighth invention, wherein the opposing main girders are connected by the connecting member, and the circumferential reinforcing reinforcing bars are inserted across the adjacent connecting members spaced in the circumferential direction of the tunnel. It is characterized by being.

A method for manufacturing a segment according to an eleventh aspect of the present invention is the method for manufacturing a segment according to any one of the first to tenth aspects, wherein the connecting member is provided before the web member and the flange member are welded to each other. It is characterized by.

  The segment according to the present invention is a segment in which the web member and the flange member in the main girder in which the web member and the flange member are fixed to each other by welding, or the flange members facing each other vertically are connected by the connecting member.

  For this reason, in the segment to which the present invention is applied, it is possible to increase the transmission path of the shear stress generated in the flange member due to the load from the natural ground side by attaching the connection member described above, and the stress transmission performance in the main girder is improved. It can be expected to improve the segment member performance. In addition, by providing the connection member described above, the out-of-plane deformation of the flange member in the tunnel normal direction is suppressed, and in particular, in the segment including the inner-side flange member arranged in an arc shape in the tunnel circumferential direction, Out-of-plane deformation of the inner flange member by the abdominal pressure toward the inner space of the tunnel is suppressed, and the member performance of the segment is significantly improved. In particular, when concrete is packed inside, by providing the above-mentioned connecting member, the out-of-plane deformation of the flange member in the tunnel normal direction is suppressed. Peeling can be prevented, and the durability performance is greatly improved.

  Moreover, according to this invention, the attachment ease of a connection member improves by setting it as the connection member discretely arrange | positioned.

  Moreover, according to this invention, the above-mentioned stress transmission path further improves by setting it as the continuous connection member.

  Furthermore, according to the present invention, the strength and rigidity of the segment member are improved by filling and hardening the concrete inside the steel shell. In addition, according to the present invention, it is possible to restrain the filled concrete hardened inside the main girder surrounded by the flange member and the web member from the outside, thereby improving the strength of the filled concrete. For this reason, it becomes possible to improve the load transmission performance by the filling concrete between flange members. Further, according to the present invention, a plurality of the above-described connecting members are provided at intervals in the tunnel circumferential direction, or the above-described connecting members are provided continuously in the tunnel circumferential direction and have an opening. The filling property of the filling concrete is improved, and the performance of the segment is improved. In addition, according to the present invention, by attaching the connecting member described above, it is possible to prevent the occurrence of a shift in the circumferential direction of the tunnel at the interface between the filling concrete and the main girder, and to improve the integrity of the main girder and the filling concrete. It becomes possible.

  Furthermore, according to the present invention, by arranging the slip stopper inside the steel shell, the integrity of the filling concrete and the steel shell is remarkably improved, and the member performance of the segment is further improved.

  In addition, the above-described slip stopper is attached between the main girders in the tunnel axis direction, and is effective in preventing the falling out of the concrete filling when soil water pressure is applied.

  In addition, according to the present invention, the reinforcement performance of the reinforcing member in the tunnel circumferential direction of the segment can be improved by embedding and arranging the reinforcing reinforcing bars in the circumferential direction of the tunnel in the filling concrete.

  Further, according to the present invention, since the connecting member described above is connected by the connecting member between the opposing main girders, or the opposing main girders are connected by the connecting member described above, an arc shape is formed in the circumferential direction of the tunnel. Even if the inner space side flange member arranged on the inner surface is deformed out of plane by the action of the abdominal pressure, the inner space side flange member can suppress the vertical displacement that displaces inward in the tunnel radial direction, and the inner space side flange member The effect that the rotational displacement of can also be suppressed is obtained. Moreover, since it can serve as a steel reinforcing rib function of transmitting the compressive force and tensile force in the tunnel axis direction, it is possible to obtain an effect that the number of members can be reduced by omitting the steel reinforcing rib. .

  Moreover, according to this invention, the above-mentioned connection member is connected by the connection member between the opposing main girders, and the reinforcing steel bars are inserted over the adjacent connection members spaced apart in the circumferential direction of the tunnel. Alternatively, the opposing main girders are connected by the connecting member, and the reinforcing reinforcing bars are inserted across the adjacent connecting members spaced apart in the circumferential direction of the tunnel. Effects such as suppression of displacement (vertical displacement and rotational displacement) of the inner flange member and the circumferential reinforcing bar due to abdominal pressure when a tensile axial force acts on the side reinforcing bar can be obtained. In addition, since the connecting member and the connecting member also function as a shear reinforced steel plate of a composite structural member having a circumferential reinforcing bar, it becomes possible to arrange a large amount of the circumferential reinforcing bar, and to improve the strength of the composite structural segment. It can be further increased.

  Furthermore, in the segment to which the present invention is applied, it becomes possible to prevent the flange member from being deformed out of the plane due to the main welding of the flange member and the web member, and from the viewpoint of preventing the flange member from being deformed out of the plane with respect to the web member. This eliminates the need for a large amount of correction process, which can reduce the burden of manufacturing labor and greatly reduce the manufacturing cost of the segment.

It is a perspective view of a segment to which the present invention is applied. It is sectional drawing of the segment to which this invention is applied. (a) is a diagram in which the connection members are provided in a direction substantially perpendicular to the circumferential direction of the tunnel, and (b) is a diagram in which the connection members are disposed obliquely. It is a figure which shows the state which provided the connection member continuously in the tunnel circumferential direction. It is a figure for demonstrating the manufacturing method of the steel segments to which this invention is applied. It is a figure for demonstrating the effect of the steel segments to which this invention is applied. It is another figure for demonstrating the effect of the steel segments to which this invention is applied. It is a figure which shows the example which provides a rod-shaped connection member between flange members. It is a figure which shows the example at the time of making a connection member into plate shape instead of making it into rod shape. It is a figure which shows the example which joined the plate-shaped connection member to the flange member and the web member. It is a figure which shows the example which provides a connection member with respect to the main girder of H cross section. It is a figure which shows the example which provides a connection member with respect to the cross-shaped main girder. It is a figure which shows the example which fixed and connected the connection member made from a steel plate to a web member and an upper and lower flange member. It is a figure which shows the example which provided the slip stopper in the inner surface of a steel shell. It is a figure which shows the other example which provided the slip stopper in the inner surface of steel shell. It is a figure which shows the example which embed | buried and arrange | positioned the reinforcing bar in the tunnel circumferential direction in the filling concrete. It is a figure which shows the form which arrange | positioned the connection member which consists of a narrow steel board across the main beam, and was integrated with the web member and the flange member by the side of a tunnel inside by welding. It is a figure which shows the state which has arrange | positioned the connection member over the main beam, and was fixed to the flange member and the web member by welding. It is a figure which shows the state which has arrange | positioned the connection member over the main beam and was fixed to the flange member by welding. It is a figure which shows the state which has arrange | positioned the connection member over the main beam, and was fixed to the flange member, the web member, and the skin plate by welding. It is a figure which shows the form which made the width dimension of the both ends side of the longitudinal direction (main girder direction) of a connection member differ from the width dimension between flange members. It is a figure which shows the example comprised by connecting the main girders with the connection body. It is a figure for demonstrating the example which penetrates a circumferential direction reinforcement bar toward a tunnel circumferential direction. It is another figure for demonstrating the example which penetrates a circumferential direction reinforcement bar toward a tunnel circumferential direction. (A) is a schematic side view which shows the state which the flange front-end | tip part on the opposite side to a web has deform | transformed in the tunnel radial direction, (b) is a vertical front view which shows the state which the flange member is deform | transforming by abdominal pressure. FIG. (A) is a figure which shows suppressing the vertical displacement of a flange member, (b) is a figure which shows suppressing the vertical displacement and rotational displacement of the flange member by the side of a tunnel inner side. is there. It is a figure for demonstrating the problem of a prior art.

  Hereinafter, as an embodiment of the present invention, a segment used as a lining body in a shield tunnel will be described in detail.

  The segment 1 to which the present invention is applied is, for example, a steel segment 100 filled with concrete, as shown in FIG. 1. A pair of main girders 5 are arranged in parallel, and both end portions of the left and right main girders 5 are arranged. The skin plate 7 is welded to the outer end face of the rectangular segment frame assembled with the main girder 5 and the joint plate 6, and the tunnel between the left and right main girder 5 is further connected. A plurality of reinforcing vertical ribs 16 are disposed at predetermined intervals in the circumferential direction, and both ends thereof are fixed by welding to form a steel shell. Further, a connecting member 3 described later is provided for each of the left and right main beams 5. The inside of the steel segment 100 is filled with the filling concrete 4.

  The joint plate 6 is a plate for bringing the joint plate 6 into contact with the joint plate 6 of another segment 1 adjacent in the tunnel circumferential direction, and an inter-piece joint 61 is provided. One of the piece-to-piece joints 61 is a male joint 61a and the other is a female joint 61b, and the female joint 61b and the male joint 61a in the other adjacent segments 1 are respectively fitted. Any known configuration may be used as the configuration of the inter-piece joint 61.

  The main girder 5 has a bolt hole 59 for joining the segment ring in the tunnel axis direction. That is, the bolt hole 59 is provided with an inter-ring joint (not shown) for connecting with another segment ring adjacent in the tunnel axis direction. The main girder 5 is formed in an arc shape in the tunnel circumferential direction. FIG. 2 shows a tunnel circumferential cross section of the segment 1. The main beam 5 has at least a web member 51 and a flange member 52. Incidentally, in the example of FIG. 2, an example is shown in which the flange member 52 a is attached to the upper end of the web member 51 and the flange member 52 b is attached to the lower end to form a U-shaped cross section. The web member 51 and the flange member 52 are fixed to each other by welding. More specifically, after the end portion of the flange member 52 is brought into contact with the inner surface 51 a of the web member 51, the inner surface 51 a and the end portion of the flange member 52 are fixed by welding 55.

  In addition, the connecting member 3 is provided between the flange member 52a and the flange member 52b which are opposed to each other in the main girder 5 in the vertical direction. The connection member 3 is made of steel, and the shape thereof may be configured as a rod or a plate. The connecting member 3 is fixed to the flange member 52a and the flange member 52b by welding. Incidentally, in the examples of FIGS. 1 and 2, a case where the connecting member 3 is formed in a rod shape is shown. By configuring the connecting member 3 in a rod shape, the amount of steel used can be reduced, and the attachment labor of the connecting member 3 can be further reduced.

  Further, as shown in FIG. 3, for example, a plurality of connection members 3 may be provided at intervals in the tunnel circumferential direction. Incidentally, FIG. 3A is an example in which the connecting member 3 is provided in a direction substantially perpendicular to the circumferential direction of the tunnel. On the other hand, FIG. 3B is an example in which the connection member 3 is disposed obliquely. In the example in which the connection member 3 is disposed obliquely, the attachment angle of the connection member can be adjusted as compared with the case where the connection member 3 is provided in a direction substantially perpendicular to the circumferential direction of the tunnel. Accuracy management becomes easier. Moreover, this connection member 3 may be comprised as a plate shape provided continuously in the tunnel circumferential direction as shown in FIG. In such a case, it is necessary for the connection member 3 to have at least an opening 13 for filling the filling concrete 4.

  The skin plate 7 is provided on the tunnel ground side, and is mainly composed of a thin steel plate that plays a role of preventing the underground concrete 4 from flowing out and preventing the underground moisture from entering the steel shell. Has been. The skin plate 7 is fixed by welding on the upper surface of the flange member 52a.

  Next, the manufacturing method of the segment 1 to which this invention is applied is demonstrated.

  First, the main girder 5 is manufactured. In manufacturing the main girder 5, first, the flange member 52 a and the flange member 52 b are temporarily fixed by welding 56 above and below the web member 51 as shown in FIG. By the way, this temporarily fixed welding means welding that does not satisfy the strength required in design. In addition, you may be made to perform the welding by this temporary fixing in multiple times, if it is below the design required performance. That is, it means welding for temporarily fixing the web member 51 so that the flange member 52 does not move in the next step.

  Next, as shown in FIG. 5B, the connection member 3 is fixed to the temporarily fixed flange member 52 by welding. FIG. 5B shows an example in which the connection member 3 is attached to the end surface of the flange member 52 by welding. As a result, the tips of the flange member 52 a and the flange member 52 b that are opposed to each other in the vertical direction are connected via the connection member 3.

  Next, as shown in FIG. 5C, the flange member 52 a and the flange member 52 b are firmly fixed to the web member 51 by the main welding 55. The term “main welding” as used herein means welding to the extent that the strength required in design is satisfied.

  The main girder 5 is completed by terminating the fixing of the web member 51 and the flange member 52 by the main welding. Next, the completed main girder 5 is opposed to the U-shaped inner side, and the joint plate 6 is fixed by welding. Then, the skin plate 7 is welded to the outer end surface of the rectangular segment frame assembled by the main beam 5 and the joint plate 6, and the inside concrete 4 is filled in the segment frame.

  Thereby, manufacture of the segment 1 to which this invention is applied is complete | finished.

  In the manufacturing method of the segment 1 mentioned above, the process of joining the flange member 52 and the web member 51 by welding enters. However, in the present invention, the temporary fixing is first performed in the weld 56, the connecting member 3 is attached between the flange members 52, and then the main welding 55 is performed. When actual welding is actually performed, the welding amount becomes very large as compared with the case of temporary welding, and accordingly, the flange member 52 tends to be deformed out of plane with respect to the web member 51. Then, since the flange member 52 is restrained by the connecting member 3, it is possible to prevent the flange member 52 from being deformed out of plane due to the main welding 55.

  For this reason, in the segment 1 to which the present invention is applied, the flange member 52 can be accurately attached to the web member 51 in a substantially vertical direction, and it becomes easy to ensure a predetermined dimensional accuracy. Further, in the segment 1 to which the present invention is applied, from the viewpoint of preventing the flange member 52 from being out-of-plane deformed with respect to the web member 51, a large correction process that has been conventionally performed is unnecessary, and the burden of manufacturing labor is reduced. And the manufacturing cost of the segment can be greatly reduced.

  In manufacturing the steel shell of the segment 1 described above, first, a temporary provision is made between the members of the web member 51, the flange member 52, the connection member 3, the joint plate 6, the reinforcing rib 31, and the skin plate 7 constituting the steel shell. The entire steel shell may be temporarily assembled by performing fixed welding, and then the main welding of the flange member 52 and the connecting member 3 may be performed prior to the main welding 55 of the web member 51 and the flange member 52. Thus, it is possible to prevent the flange member 52 from being deformed out of the plane due to the main welding 55. At this time, prior to the main welding 55 between the web member 51 and the flange member 52, the welding portion between the main beam 5 and the joint plate 6 and the bonding portion between the main beam 5 and the steel reinforcing rib 31 are subjected to main welding. Thus, it is possible to further suppress the out-of-plane deformation of the flange member 52 associated with the main welding 55 described above.

  Further, in the present invention, the filling concrete 4 is filled in the steel shell, but by attaching the connecting member 3 described above, the inner side 58 of the main girder 5 surrounded by the flange member 52 and the web member 51 as shown in FIG. The filling concrete 4 filled in the step can be further firmly restrained from the outside by the connecting member 3. Generally, when an external force from the natural ground is applied to the segment, load transmission in the direction of arrow A in the figure through the filling concrete 75 between the flange members 52 is particularly important, but the segment 1 to which the present invention is applied. Then, even when a large cross-section flange is adopted particularly for the flange member 52, the strength of the filling concrete 4 can be enhanced by strengthening the binding force of the filling concrete 4 filled in the inner side 58. It becomes possible to improve the load transmission performance of the filling concrete 4 in the arrow A direction.

  Further, according to the present invention, the connecting member 3 suppresses the out-of-plane deformation of the flange members 52a and 52b in the tunnel normal direction, and the member performance of the segment 1 can be significantly improved.

  Furthermore, according to the present invention, the load transmission performance between the flanges 52a and 52b can be further improved. For example, as shown in FIG. 7, the load from the natural ground side is transmitted through the path of the flange member 52a, the web member 51, and the flange member 52b, and the path of the flange member 52a, the connection member 3, and the flange member 52b. It will be transmitted through. That is, the transmission path of the shear stress can be increased, and the load transmission performance in the segment 1 can be improved.

  Further, according to the present invention, by attaching the connection member 3 described above, it is possible to exert a function of preventing the occurrence of deviation in the tunnel circumferential direction at the interface between the filling concrete 4 and the main girder 5. As a result, the integrity of the filling concrete 4 and the main girder 5 is strengthened, and the rigidity and proof stress of the segment can be greatly improved.

  Further, since the inner flange member 52b in the segment 1 has an arc shape in the circumferential direction of the tunnel, the inner flange member 52b is shown with an arrow in FIG. When the tensile axial force T shown in the figure acts, it tries to deform out-of-plane toward the inner space as shown by the dotted line in the figure, but this behavior is caused by the apparent abdominal pressure C shown by the arrow in FIG. This is the same as the out-of-plane deformation behavior of the inner flange member 52b. The web member 5 resists the abdominal pressure C, but the portion of the flange member 52b on the inner side of the tunnel that is away from the web member 5 resists the abdominal pressure C with a curved plate having relatively little restraining force. As indicated by the dotted line in the figure, out-of-plane deformation may occur on the inner side of the tunnel, and the structural performance of the segment may be degraded.

  When such an out-of-plane deformation of the segment member on the inner side of the tunnel occurs, a gap G is generated between the inner-side flange member 52b and the filling concrete 5 that cannot follow the deformation, or the concrete is cracked. Since damage will occur, an external load such as earth pressure or groundwater pressure is applied to the main girder 5 such as the inner-side flange member 52b or the web member 51 through the skin plate 7 on the natural ground side and the filling concrete 4. The performance of transmitting the load to is reduced. In addition, due to the intrusion of water into the gap G, the steel material constituting the segment including the inner flange member 52b is corroded, and the corrosion prevention performance of the steel material constituting the segment is lowered. The durability performance will be reduced.

  On the other hand, in the form in which the flange member 52b on the inner side of the tunnel is stiffened by being connected by the connecting member 3 so as to be integrally connected to the other part of the segment 1 that is opposed to each other in the vertical direction. Even if the abdominal pressure C due to the tensile axial force T in the circumferential direction of the tunnel acts on the inner-side flange member 52b, it is resisted by the lifting force D indicated by the arrow generated in the connecting member 3 in FIG. As shown, it is possible to prevent or at least suppress the inner space side flange 52b from being deformed out of the plane toward the inner space side in the tunnel radial direction. For this reason, the fall of the load transmission performance as described above can be prevented or suppressed, and further, corrosion of the steel material constituting the segment can be prevented or suppressed, and the structural performance and durability performance of the segment are improved.

  In the present embodiment, since the upper and lower flange members 52a and 52b are connected by the connecting member 3, even if the abdominal pressure C acts on the inner-space side flange member 52b, resistance is generated by the lifting force generated in the connecting member 3. In addition, it is possible to suppress the out-of-plane deformation of the inner space side flange 52b toward the inner space side.

  Next, another embodiment of the segment 1 to which the present invention is applied will be described.

  FIG. 8A shows a configuration in which the rod-like connecting member 3 is installed vertically on the bottom surface of the flange member 52a and the top surface of the flange member 52b. At this time, the upper and lower ends of the rod-shaped connecting member 3 are fixed by welding with the flange member 52. As a result, it becomes possible to prevent out-of-plane deformation due to welding of the flange member 52, strengthening the restraining force of the filling concrete 4, improving the shear stress transmission performance between the flange members 52, the main girder 5 and filling concrete. It is possible to improve the performance of preventing the occurrence of deviation between the four and to suppress the out-of-plane deformation of the inner flange 52b when receiving the abdominal pressure.

  FIG. 8B shows an example in which the rod-shaped connecting member 3 is provided between the flange member 52 and the web member 51. In this case, both ends of the connecting member 3 are attached to the bottom surface of the flange member 52a and the web member 51 or to the top surface of the flange member 52b and the web member 51 by welding.

  In particular, in the configuration of FIG. 8B, the connection member 3 is provided in the vicinity of the portion where the weld 55 is applied. The out-of-plane deformation of the flange member 52 due to the main welding occurs locally at the location of the weld 55. For this reason, by providing the connection member 3 in the vicinity of the weld 55, it becomes possible to more firmly realize suppression of welding deformation. Further, in the present invention, not only when the connection member 3 is provided between the flange members 52 but also when the connection member 3 is provided between the web member 51 and the flange member 52, the same effect as described above is obtained. Further, even when the inner air side flange member 52b receives an abdominal pressure, the inner air side flange member 52b is resisted by an upward lifting force generated in the connecting member 3, and the inner air side flange 52b is prevented from being deformed out of the plane to the inner air side to some extent. can do.

FIG. 9 shows an example in which the connecting member 3 has a plate shape instead of a rod shape. FIG. 9 (a)
FIG. 9B shows an example in which the plate-like connecting member 3 is provided in the vicinity of the weld 55, and FIG. 9B shows an example in which the plate-like connecting member 3 is disposed in the vicinity of the tip of the flange member 52. . Each of these connection members 3 shows an example of being attached to the flange member 52 by welding. In these examples, compared to the case where the connecting member is a rod-shaped member, the filling concrete 4 can be restrained also from the circumferential direction of the tunnel, and the transmission performance of the shear stress between the flange members 52 is further improved. Is possible. Further, as shown in FIG. 9A, by providing the plate-like connecting member 3 in the vicinity of the weld 55, it is possible to more firmly suppress the out-of-plane deformation due to the welding of the flange member 52. Further, as shown in FIG. 9 (b), when the connecting member 3 is provided in the vicinity of the tip of the flange member 52, it is possible to restrain the filling concrete 4 from the outside. In FIG. 9B, the connection member 3 is not limited to the case where the connection member 3 is fixed by welding on the bottom surface of the flange member 52a and the top surface of the flange member 52b. It may be fixed by welding. By providing the connection member 3 in the vicinity of the tip of the flange member 52, even when the inner air side flange member 52b receives an abdominal pressure, the inner air side flange 52b is resisted by the lifting force generated in the connection member 3, and the inner air side flange 52b is It is possible to more firmly suppress the out-of-plane deformation.

  FIG. 10A shows an example in which the connecting members 3a and 3b configured in a plate shape are fixed to the bottom surface of the flange member 52a and the web member 51 and the top surface of the flange member 52b and the web member 51 by welding. ing. In this example, since the connection members 3a and 3b are provided separately in the vertical direction, the effect of improving the shear stress transmission performance is diminished, but the out-of-plane deformation of the inner flange 52b when receiving the abdominal pressure. Although the suppression effect is reduced, since the connection members 3a and 3b can be provided in the vicinity of the weld 55, the out-of-plane deformation due to welding of the flange member 52 can be more effectively suppressed. In particular, by configuring the connection members 3a and 3b in a plate shape, it is possible to restrain the filling concrete 4 from the circumferential direction of the tunnel, and it is possible to further improve the stress transmission performance between the flange members 52.

  FIG. 10 (b) shows a perspective view of the main girder 5 in which the connecting members 3a and 3b configured in this plate shape are arranged. A plurality of connection members 3a are arranged at intervals in the tunnel axis direction. When attaching such plate-like connection members 3a and 3b, it becomes possible to further improve the ease of attachment.

  FIG. 10C shows an example in which, in addition to the connection members 3 a and 3 b, a rod-shaped connection member 3 c is installed up and down at the front end of the flange member 52. This connection member 3c may be comprised by the rod shape, and may be comprised by plate shape. By separately providing this connecting member 3c, in addition to preventing out-of-plane deformation due to welding of the flange member 52 described above, out-of-plane deformation of the inner-side flange 52b when receiving abdominal pressure can be effectively suppressed. Furthermore, the filling concrete 4 filled inside the main girder 5 surrounded by the flange member 52 and the web member 51 can be restrained from the outside, and the strength of the filling concrete 4 is improved. It becomes possible to improve the load transmission performance in the arrow A direction. Incidentally, the connection member 3 c may be provided so as to be installed on the upper and lower surfaces of the flange member 52.

  FIG. 11A shows an example in which the flange members 52a and 52b and the web member 51 are joined by welding so that the main girder 5 has an H-shaped cross section. Similarly, in the cross-sectional shape of the main girder 5, the connection members 3a and 3b are fixed to the bottom surface of the flange member 52a and the web member 51 and the top surface of the flange member 52b and the web member 51 by welding. . In particular, since the connection members 3a and 3b are disposed in the vicinity of the location of the weld 55, the out-of-plane deformation due to welding of the flange member 52 can be more effectively suppressed.

  FIG. 11 (b) shows an example in which the connecting member 3c is further disposed between the flange members 52a and 52b in addition to the connecting members 3a and 3b in the main girder 5 having the H-shaped cross section described above. The connecting member 3c may be constructed outside the segment in the tunnel axis direction of the flange member 52 as shown in FIG. 11 (b), or constructed inside the segment in the tunnel axis direction. May be. When this connection member 3c is disposed outside the flange member 52, the transmission path of the shear stress can be increased. Further, when the connecting member 3c is disposed inside the flange member 52, in addition to an increase in the transmission path of the shear stress, it is possible to restrain the filled concrete 4 from the outside.

  FIG. 12 (a) shows an example in which the flange member 52b and the web member 51 are joined by welding so that the main girder 5 has an L-shaped cross section. Similarly, in the cross-sectional shape of the main girder 5, the connection member 3b is fixed to the upper surface of the flange member 52b and the web member 51 by welding. In particular, since the connecting member 3b is disposed in the vicinity of the weld 55, the out-of-plane deformation of the flange member 52 can be more effectively suppressed.

  FIG. 12 (b) shows an example in which the flange member 52a and the web member 51 are joined by welding so that the main girder 5 has an inverted L-shaped cross section. Similarly, in the cross-sectional shape of the main girder 5, the connection member 3a is fixed to the bottom surface of the flange member 52a and the web member 51 by welding. In particular, since the connecting member 3a is disposed in the vicinity of the weld 55, the out-of-plane deformation due to welding of the flange member 52 can be more effectively suppressed.

  FIG. 12C shows an example in which the connecting member 3c is further disposed between the flange member 52b and the skin plate 7 in addition to the connecting member 3b in the main girder 5 having an L-shaped cross section in FIG. ing. In addition to further suppressing the out-of-plane deformation due to welding of the flange member 52b, strengthening the restraining force of the filling concrete 4, improving the shear stress transmission performance between the flange members 52, the main girder 5 and the filling concrete 4 It is possible to improve the performance of preventing the occurrence of misalignment and to suppress the out-of-plane deformation of the inner flange 52b when receiving the abdominal pressure.

  FIG. 13 shows an example in which the web member 51 and the connecting member 3 made of a steel plate extending over the upper and lower flange members 52a, 52b are fixed to the web member 51 and the upper and lower flange members 52a, 52b by welding. Since the three sides inside the segment of the main girder 5 are firmly connected by the connecting member 3, the out-of-plane deformation due to welding of the flange members 52 a and 52 b is remarkably suppressed, and the shear stress between the flange members 52 is reduced. It is possible to achieve an extremely high level of improvement in transmission performance, improvement in performance for preventing the occurrence of deviation between the main girder 5 and the filling concrete 4, and suppression of out-of-plane deformation of the inner flange 52b when subjected to abdominal pressure. Become. In addition, the corner part of the connection member 3 may be provided with scallops (notches) at the corners as appropriate, so that the inner corners are continuously welded.

  In addition, you may make it implement | achieve the form shown in FIGS. 1-13 mentioned above combining any structure freely. Moreover, in the example mentioned above, although the description was given taking an example of a form in which the filling concrete 4 was filled to the last, it is not limited to this, as a segment of only a steel shell that is not filled with filling concrete 4 Of course, it may be configured.

  FIG. 14A shows an example in which a slip stopper 36 is provided on the inner surface of the steel shell. The detents 51 are configured with a bevel and are welded to the skin plate 7 and the main girder 5, respectively. By providing the displacement stopper 36, it is possible to prevent the middle-filled concrete 4 filled in the steel shell from being displaced with respect to the skin plate 7 and the main girder 5.

  14B, in addition to the displacement stopper 36, the connection member 3a described above is further connected to the bottom surface of the flange member 52a and the web member 51, and the connection member 3b is connected to the top surface of the flange member 52b and the web member 51. On the other hand, the example fixed by welding is shown. In this embodiment, the web member 51 and the flange member 52 are temporarily fixed by welding, and the web member 51 and the flange member 52 are fixed by the connecting member 3, and the web member 51 and the flange member 52 are in the main welding. A segment having a main girder 5 that prevents deformation is assumed. In this embodiment, the web member 51, the flange member 52 or the skin inner surface of the segment of the skin plate 7 may be provided with a plurality of or a large number of detents 36 at intervals in the tunnel axial direction and / or the tunnel radial direction. Is shown. Moreover, in this form, the case where the base end part of the headed stud is fixed by welding as the slip stopper 36 is shown. The connecting member 3 is formed in a plate shape, and also has a function as a displacement stopper between the main beam 5 and the filling concrete 4.

  By providing the connecting member 3 and the stopper 36 as described above, the intermediate concrete 4 is prevented from slipping in the circumferential direction or the tunnel radial direction, and the main girder 5 or the steel shell or segment 1 and the intermediate concrete 4 are adhered. It is possible to obtain a composite structure that further enhances the integration.

  FIG. 15 shows an example in which a stopper 37 is provided inside the steel shell. The displacement stopper 37 is a rod-like member attached between the main beams 5 facing each other in the tunnel axis direction. By providing this slip stopper 37, in addition to being able to prevent the middle-filled concrete 4 filled in the steel shell from shifting with respect to the inner-side flange 52b, in the case where soil water pressure is applied. It is possible to effectively prevent the inside-filled concrete from slipping out into the air in the tunnel. Incidentally, these displacement stoppers 36 and 37 can be applied to any of the configurations described above.

  FIG. 16 shows an example in which a circumferential reinforcing reinforcing bar 87 extending in the circumferential direction of the tunnel is embedded and reinforced in the filling concrete 4. By providing such a circumferential reinforcing steel bar 87, it becomes possible to further enhance the rigidity and proof stress of the composite segment.

  FIGS. 17 to 22 show a connecting member 3 or a connecting body 3b in which adjacent main girders 5 are arranged so as to face each other at an interval in the circumferential direction of the tunnel made of a steel plate having high bending rigidity. The embodiment which showed that it may connect and integrate by this is shown. In these embodiments, in the main girder 5, between the web member 51 and the flange member 52a or the flange member 52b, between the flange members 52 facing each other vertically, or between the flange member 7 facing each other vertically and the skin plate, After being connected by the connecting member 3, the connecting members 3 facing each other between the main beams 5 are connected by the same connecting member 3 or connecting body 3 b. As in these embodiments, the main girder 5 is connected and integrated by a single connecting member 3 formed integrally with each other or a connecting body 3b made of an assembly of a plurality of steel materials. The bending rigidity of the whole structure composed of girders can be increased, and the effect of suppressing deformation of the flange member 52b on the inner space side due to the abdominal pressure can be improved.

  As shown in FIG. 26 (a), when the inner space side flange member 52b and the natural ground side flange member 52a (or the natural ground side skin plate 7 or the web member 51) are connected and integrated by the connecting member 3, the dotted line It is possible to resist the vertical displacement of the flange member 52b on the air side inside the tunnel by the lifting force D indicated by the arrow, but when the main girders 5 are connected to each other by the connecting member 3 or the connecting body 3b having high bending rigidity, The resistance bending moment E indicated by the arrow in FIG. 26 (b) is desirable because the structure can resist the rotational displacement of the main girder 5 including the flange member 52b on the inner side of the tunnel toward the inner side of the tunnel.

In the present embodiment, the connecting member 3 basically connects the members constituting the main girder 5, so that deformation due to welding of the main girder 5 can be suppressed, and concrete is packed inside. In this case, the steel shell and the concrete are integrated to exhibit the structural performance as a composite structure, and the transmission performance of the tunnel axial compression force and tensile force is improved by the connecting body 3b.
Hereafter, the form shown in FIGS. 17-22 is demonstrated easily.

  In the form shown in FIG. 17, the connection member 3 made of a narrow steel plate is arranged over the web member 51 and the flange member 52b on the tunnel inner space side toward the flange member 52b on the inner space side, The main girder 5 is connected and integrated by welding. In addition, the connection member 3 is intended to prevent the connection member 3 from being rusted in the form in which the filling concrete 4 is provided and embedded in the concrete when the required concrete covering as the anticorrosion performance cannot be secured. When a steel member such as a steel plate is used as the connecting member 3, it can be stiffened using an inexpensive member. The connection member 3 and the reinforcing vertical rib 16 are provided in such a manner that their positions are shifted in the circumferential direction of the tunnel. In the embodiment in which the filling concrete 5 is provided, the connecting members 3 may be used instead of the reinforcing vertical ribs 16, and the main girders 2 may be connected and integrated together by the connecting members 3.

  In the embodiment shown in FIG. 18, the connecting member 3 made of a steel plate having a width dimension between the flange member 52b on the tunnel inner space side and the flange member 52a on the natural ground side is arranged between the main girders 5 to This is a form in which the main girder 5 is connected and integrated with the connecting member 3 by being fixed to the flange member 52b on the side, the flange member 52a on the natural ground side, and the web member 51 by welding. In this embodiment, since the rigidity of the connection member 3 is significantly greater than that of the above-described embodiment, out-of-plane deformation and rotational deformation of the flange members 52a and 52b and the like can be significantly prevented. In this embodiment, since the connecting member 3 also functions as the reinforcing vertical rib 16 of the above-described configuration, all the reinforcing vertical ribs 16 can be replaced with the connecting member 3.

  In the embodiment shown in FIG. 19, the connecting member 3 made of a steel plate having a width dimension between the flange member 52 b on the sky side in the tunnel and the flange member 52 a on the natural ground side is connected to the connecting member 3 having a shorter length than between the web members 51. The main girder 5 is arranged between the main girders 5 and fixed to the flange member 52b on the sky side in the tunnel and the flange member 52a on the natural mountain side by welding, and the main girders 5 are connected and integrated by the connecting member 3. . In this embodiment, the connecting member 3 is shorter and cheaper and the inner corners are easily welded. The filling concrete 4 is connected and integrated in the circumferential direction of the tunnel within the main girder 5 at both longitudinal ends of the connecting member 3. It is possible to improve the concrete filling workability.

  In the embodiment shown in FIG. 20, the width dimension of both ends of the connecting member 3 in the tunnel axial direction (direction between main beams) is the width dimension between the flange member 52b on the tunnel inner side and the flange member 52a on the ground mountain side. . Further, a connecting member 3 made of a steel plate whose intermediate portion is wide enough to be welded to the skin plate 7 is disposed between the main girders 5 so that the flange member 52b on the sky side in the tunnel and the flange member 52a on the natural mountain side are disposed. And the web member 51 and the skin plate 7 are fixed by fillet welding, and the main girders 5 are connected and integrated by the connecting member 3. Compared with the embodiment shown in FIGS. 18 and 19, the rigidity of the connecting member 3 is further increased, so that out-of-plane deformation and rotational deformation of the flange member 52 and the like can be further prevented. In addition, the connecting member 3 suppresses the out-of-plane deformation of the skin plate and prevents slippage between the skin plate and the concrete, so that the integrity of the skin plate and the filling concrete is improved, and the rigidity of the composite structural segment is improved. In addition, the proof stress can be further increased. Moreover, since the connection member 3 and the skin plate are connected, the performance of transmitting the load from the natural ground to the main girder is improved.

  In the embodiment shown in FIG. 21, the width dimension of both ends of the connection member 3 in the tunnel axial direction (direction between main beams) is narrower than the width dimension between the flange member 52b on the tunnel inner side and the flange member 52a on the ground mountain side. And the connection member made from the steel plate made into the width | variety with which the intermediate part was welded to the skin plate 7 in the form which made length shorter than the width dimension between the web members 51 in the main girder 5 which opposes, and narrowed width between flange members. 3 is arranged across the main beam 5. And it is the form which fixed to the flange member 52b and the skin plate 7 by the side of a tunnel inner side by welding, and the main girder 5 mutually connected and integrated by the connection member 3. In this form, while suppressing the out-of-plane deformation and rotational deformation of the inner flange member 8 due to the abdominal pressure, the integrity of the skin plate and the filling concrete is improved, and the rigidity and proof stress as the composite structure segment are increased. Can do. Moreover, the concrete filling into the main beam 2 is facilitated. Moreover, since the connection member 3 and the skin plate are connected, the performance of transmitting the load from the natural ground to the main girder is improved.

  In the embodiment shown in FIG. 22, a connecting member 3a made of a steel plate or the like is arranged across the connecting members 3 for stiffening the flange member 52b on the inner side of the tunnel in each main girder 5, and welding (or bolt This is a representative form that indicates that the main girders 5 may be connected to each other by fixing the connecting members 3 to each other by fixing them with nuts). As the fixed form of the connecting member 3 and the connecting member 3a, it is easier to manufacture at the factory if they are integrated by welding as shown in the figure. In this case, the connecting member 3 and the connecting member 3a are appropriately provided with bolt insertion holes, the bolt shaft portions are inserted through these holes, nuts are screwed into the bolts, and the connecting member 3 and the connecting member 3a are fixed. The girder 5 is connected and integrated.

  In addition, the form which stiffens the flange member 52b of each tunnel inner side is the connection member 3 of the said embodiment (for example, form shown to Fig.8 (a), FIG.9, FIG.13) mutual said connection member. The form connected by 3a may be sufficient.

In the embodiment shown in FIGS. 23 and 24, the circumferential reinforcing reinforcing bars 17 are embedded in the filling concrete 4 in the segment 1 so as to extend in the circumferential direction of the tunnel. In this case, the deformation due to the abdominal pressure is not only the deformation of the flange member 52b on the inner air side, but also the circumferential reinforcing bar 17 on the inner air side is similarly deformed. In order to prevent deformation of the direction reinforcing bars 17, an insertion hole having a central axis in the tunnel circumferential direction is provided in the connecting member 3 that connects the main beams 5 (or the connecting member 3 a that connects the connecting members 3 to each other). By disposing the circumferential reinforcing reinforcing bar 17 through the connecting members 3 at intervals in the axial direction and / or in the radial direction of the tunnel, deformation of the flange member 52b on the inner side of the tunnel due to the abdominal pressure is prevented. While suppressing, the deformation | transformation to the tunnel inner peripheral side of the inner space | side circumferential direction reinforcement reinforcing bar 17 can be prevented or suppressed using the connection member 3. FIG. Moreover, since the connection member 3 has the function of the shear reinforcement steel plate of the composite structure which has a circumferential reinforcement bar, and the function of a distribution bar, it arrange | positions a large amount of circumferential reinforcement bars combined with the deformation prevention effect by abdominal pressure. And the yield strength of the composite structure segment can be significantly increased.
The circumferential reinforcing reinforcing bars 17 may be inserted into the connecting member 3 and fixed to the connecting member 3 by welding or the like.

  As described above, the connecting member 3 that connects the main girders 5 transmits the compressive force due to the jack thrust in the tunnel axial direction and the tunnel axial tensile force that acts in the event of an earthquake or the like as well as the function of the reinforcing vertical ribs 16. It is a possible member.

  As described above, in the embodiment shown in FIGS. 17 to 24, the connecting member 3 or the connecting body 3b arranged so that the main girders 2 are connected and integrated with each other at an interval in the circumferential direction of the tunnel is as follows: In addition to the function of suppressing welding deformation of the girder 5, (2) the function of suppressing deformation of the flange member 52b in the tunnel due to the abdominal pressure, and (3) the function of integrating the steel shell and concrete when the concrete is packed inside (4) A function of transmitting the compressive force and tensile force in the tunnel axial direction of the reinforcing vertical rib 16 is provided. Accordingly, all of the reinforcing vertical ribs 16 are replaced with the connection member 3 or the connection body 3b, and further, the connection member 3 or the connection body so that the performances of (1), (2) and (3) are sufficiently exhibited. 3b may be added. However, since the connection member 3 or the connection body 3b uses a large amount of material and is expensive to manufacture, the connection member 3 or the connection body 3b that does not require the function (4) is the connection member shown in FIGS. It is preferable to realize the necessary performance at a low manufacturing cost by selecting and replacing any of the three modes and using them together in the right place. Moreover, it is needless to say that the technical ideas embodied in the above-described forms of FIGS. 17 to 22 and FIGS. 23 to 24 may be appropriately used in the embodiments of FIGS.

DESCRIPTION OF SYMBOLS 1 Segment 3 Connection member 3a Connection member 3b Connection body 4 Filled concrete 5 Main girder 6 Joint plate 7 Skin plate 16 Reinforcement vertical rib 17 Circumferential reinforcement bar 36, 37 Dislocation stop 51 Web member 52 Flange member 59 Bolt hole 61 Piece Inter-joint 100 segment

Claims (11)

In a segment comprising at least a pair of main girders having one web member and at least one flange member, and a skin plate on either or both of the natural ground side and the inner air side,
The web member and the flange member are fixed to each other by welding,
The between web member and the flange member, or between the flange member that faces the top of the other, or vertically between opposing flange member and the skin plate, a connection member connecting the provided et al are to each other,
A segment comprising a plurality of the connecting members provided at intervals in the circumferential direction of the tunnel . In a segment comprising at least a pair of main girders having one web member and at least one flange member, and a skin plate on either or both of the natural ground side and the inner air side,
The web member and the flange member are fixed to each other by welding,
The between web member and the flange member, or between the flange member that faces the top of the other, or vertically between opposing flange member and the skin plate, a connection member connecting the provided et al are to each other,
The segment , wherein the connecting member is provided continuously in the circumferential direction of the tunnel and has at least an opening . The segment according to claim 1 or 2 , wherein concrete is filled and hardened inside a steel shell provided with the main girder, joint plate and skin plate. 3. Symbol mounting segments, characterized in that locking shift the inner surface of the steel shell is provided. The displacement preventing the claim 4 Symbol mounting segments, characterized in that a rod-like member attached between the main girder facing the tunnel axis directions. The segment according to any one of claims 3 to 5 , wherein reinforcing reinforcing bars are embedded in the inside concrete in the circumferential direction of the tunnel. The segment according to any one of claims 1 to 6 , wherein the connecting member is connected by a connecting member between opposing main beams. The opposing main girder is connected by the connection member. The segment according to any one of claims 1 to 6 . The connecting member is connected by a connecting member between opposing main girders, and a circumferential reinforcing bar is inserted over the connecting members adjacent to each other at an interval in the circumferential direction of the tunnel. 7 Symbol mounting segment section. Opposed main beam is connected by the connecting member, the segment of claim 8 Symbol mounting, characterized in that the circumferential reinforcement rebar over the connecting member adjacent at intervals toward the tunnel circumferential direction is inserted . In the method of manufacturing the segment according to any one of claims 1 to 10 ,
The method for producing a segment, wherein the connecting member is provided before the web member and the flange member are finally welded to each other.

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