JP4734075B2 - Segment connection structure - Google Patents

Description

  The present invention relates to a segment connecting structure for constructing a structure by connecting a plurality of segments in a staggered manner.

  The shield tunnel is constructed by assembling a lining body composed of a plurality of segments on the inner surface of the tunnel. At this time, unlike the conventional circular tunnel, a large bending moment is locally applied in the vicinity of the junction between the branch junction and the main tunnel in the road tunnel branch junction.

  For this reason, in a shield tunnel, in order to improve the structural yield strength and rigidity of the entire shield tunnel, the segments are connected in a staggered manner between adjacent segment rings, and the segment rings are connected by an inter-ring joint. To make it stronger.

By the way, in the connection structure of these segments, since the proof stress and rigidity of the segment connection part are smaller than those of the segment body, this connection structure is particularly high when it is constructed at a location where a large bending moment is applied. It was necessary to increase the strength and rigidity.

The joint structure of high-strength segments proposed in recent years is disclosed in, for example, Patent Document 1 and the like, but these have problems in that the structure of the joint is more complicated and the manufacturing cost is increased. there were.

Further, conventionally, by increasing the diameter of the bolt constituting the joint structure in the connection structure, arranging the bolts in multiple stages, or increasing the plate thickness of the joint plate, the joint structure itself has a high yield strength. Has been tried.

However, when attempting to increase the diameter of the bolts constituting such a joint structure, for example, if the bolt diameter of about M20 mm is increased to about M56 mm, the burden on the operator increases in the tightening operation for screwing the bolts. . Further, when such bolts are arranged in multiple stages, such as two stages, three stages, and four stages, the distance between adjacent bolts is extremely narrow, for example, about several tens of millimeters. There was a problem in terms.

  In particular, as the tunnel structure becomes deeper, the bending moment applied to the tunnel increases dramatically, which requires a higher joint strength and rigidity for the segment joint structure. However, it has become impossible to meet such demands only by improving the joint structure. For this reason, it is necessary to propose a new connection structure that can improve the structural strength and rigidity of the entire tunnel even when realizing tunnel construction at such a deep depth.

Therefore, in patent document 2, the joint part of the segments adjacent in the tunnel circumferential direction is made into a box shape, the joint plate is projected to the ground mountain side, provided at two locations, and provided at one location inside the segment, and further bolted, Discloses a segment connection structure with high rigidity and high yield strength in which grout is injected.
JP 2003-090197 A Japanese Unexamined Patent Publication No. 7-62988

  However, in the segment connection structure disclosed in Patent Document 2, the strength in the tunnel circumferential direction is high and the rigidity is high, but the strength and rigidity between the segment rings in the tunnel axis direction is insufficient. there were.

  Therefore, the present invention has been devised in view of the above-described problems, and the object of the present invention is to provide a particularly large bending moment in a segment connection structure for connecting a plurality of segments in a staggered manner. However, the present invention is to provide a high-yield strength and high-rigidity segment connection structure capable of opposing both the tunnel circumferential direction and the axial direction.

In order to solve the above-described problems, the segment connection structure of the present invention is a tunnel connection structure for connecting a plurality of segments having a joint plate and a main girder in a staggered manner, or a segment connection structure for forming a shaft. Alternatively, the stiffening beam disposed across a plurality of segments in the axial direction of the tunnel or shaft and straddling the joint plates to which the segments adjacent in the circumferential direction of the shaft are in contact with each other, and the joint to be contacted In the main girder of the segment adjacent to the plate in the axial direction of the tunnel or shaft, the joint abutted on the end of the main girder on the side where the stiffening beam in the segment height direction is disposed A plate-like reinforcing member that is fixed to the main girder of the adjacent segment by welding so as to straddle the contact portion of the plate and is extended so that the longitudinal direction is the tunnel circumferential direction, and the stiffening beam is Said reinforcement Is bonded to wood, wherein the corners the HoTsuyoshihari side of the fitting plate and said main beam constitutes, are fixed by welding a plate-shaped transfer plate in the joint plate and the main beam, and The stiffening beam is joined to the transmission plate .

  (2) In the segment connection structure described in (1), the stiffening beam is made of H-section steel or square steel pipe.

(3) In the segment connecting structure according to (1) or (2), the end portion in the circumferential direction of the reinforcing member fixed to the main girder, and the main girder adjacent to the main girder in the axial direction An end portion in the circumferential direction of the reinforcing member that is fixed is overlapped in one section in the axial direction.

(4) In the segment connection structure according to any one of (1) to (3), the stiffening beam is disposed on at least one of the inner surface side and the outer surface side of the tunnel or shaft of the segment to be connected. It is characterized by being.

(5) In the segment coupling structure according to any one of (1) to (4), the height of the abutting joint plate is made lower than the segment height, and the height is adjusted to the height of the joint plate. The shape of the main girder and the reinforcing member at the contact point of the joint plate is adjusted to reduce the protrusion in the segment height direction of the stiffening beam.

(6) In the segment connection structure according to any one of (1) to (5), the stiffening beam is installed in a tunnel secondary lining structure.

  The tunnel as used in the present invention is not limited to roads and railways, but includes tunnels for waterways and electric wires.

  In the present invention, the stiffening provided over the plurality of segments in a direction substantially perpendicular to the circumferential direction across the joint plates to which the segments adjacent to the circumferential direction of the tunnel or shaft are in contact. In the main girder of the segment adjacent to the beam and the abutting joint plate in the axial direction of the tunnel or shaft, the end of the main girder on the side where the stiffening beam in the segment height direction is disposed A plate-like reinforcing member fixed by welding so as to straddle the contact portion of the adjacent joint plate, and the stiffening beam has a connecting structure of segments joined to the reinforcing member Therefore, even if a large bending moment is generated, it is possible to provide a high-yield and high-rigidity segment connection structure that can resist both the circumferential direction and the axial direction of the tunnel.

  That is, only by providing the stiffening beam and the reinforcing member, the stress transmission performance can be improved while suppressing the bending moment at the boundary between the segments adjacent in the circumferential direction. The arrangement of the stiffening beam and the reinforcing member is relatively easy, and the cost required for materials and man-hours can be reduced. In addition, since it is not necessary to complicate the structure of the joint structure as in the prior art, it is possible to further reduce the cost of the segment connection structure. In addition, since the bending moment can be reduced at the boundary between adjacent segments in the circumferential direction, it is possible to reduce the diameter of the joint bolts constituting the joint structure, and it is not necessary to arrange these joint bolts in multiple stages. Therefore, it is possible to reduce the labor involved in production.

The target segment of the present invention is a steel shell segment manufactured by assembling or casting a steel plate, and a synthetic segment formed by filling the steel shell with concrete.

The steel shell segment is composed of a main girder, joint plate, skin plate, and vertical ribs. The composite segment is a concrete segment filled with concrete inside the steel shell segment. There is also a structure to arrange.

Hereinafter, as a best mode for carrying out the present invention, a segment connecting structure for connecting a plurality of segments in a staggered manner will be described in detail with reference to the drawings.

  FIG. 1 shows an example of a shield tunnel 3 to which a segment connecting structure according to the present invention is applied. As shown in FIG. 1, the shield tunnel 3 is constructed by assembling a lining body in which a plurality of arc-shaped segments 4 are connected in a ring shape at a segment joint portion 5 on the inner surface of the tunnel. In this shield tunnel, in order to improve the structural yield strength and rigidity of the shield tunnel 3 as a whole, the segments 4 are connected in a staggered manner between adjacent segment rings 2 and the segment rings 2 are connected to each other. It is stronger.

  FIG. 2 is a front view of the inner surface side of the tunnel of the segment ring 2 connected in the axial direction and the circumferential direction of the shield tunnel 3. As shown in FIG. 2, each segment 4 is formed with a connection structure 11 for connecting segments adjacent in the circumferential direction. The connection structure 11 includes a joint plate 21 provided at the end in the circumferential direction of the segment 4 to be connected, and a joint bolt 22 that fixes the joint plate 21 abutted between the segments 4 adjacent in the circumferential direction. The joint portion 20 having the joint plate 21, the stiffening beam 23 disposed in a direction substantially perpendicular to the circumferential direction (in the axial direction) across the joint plates 21 brought into contact with each other, and the contact portion of the joint plate 21 In the main girder of the segment 4 adjacent to the axial direction of the tunnel 3 correspondingly to the end of the main girder 25 on the side where the stiffening beam 23 in the segment height direction is disposed, Transmission fixed to the side of the stiffening beam 23 in the segment height direction at the reinforcing member 24 fixed so as to straddle the contact point, and preferably at the corner of the joint plate 21 and the main girder 25 to be contacted. Plate 29.

  3 (a) and 3 (b) are partial side views of the connected segment rings shown in FIG. 2, (a) is a side view from the direction AA in FIG. 2, and (b) is FIG. It is the figure which showed the side surface from BB direction.

  For example, as shown in FIG. 3B, which is a side view of the segment ring 2, the joint plate 21 plays a role as a joining surface of the segments 4 adjacent in the circumferential direction. The joint plate 21 is configured such that the upper end thereof is in contact with the skin plate 28 that constitutes the upper surface of the segment 4. On the joint surface of the joint plate 21, holes 31 through which the joint bolts 22 can be inserted are formed in a total of four locations, two on the top and bottom and two on the left and right. When the joint plate 21 is brought into contact with the joint plate 21 in the adjacent segment 4, the position of the joint plate 21 is adjusted so that the positions of the holes 31 are aligned with each other. Although it depends on the height of the joint plate 21, it is not very preferable to use three or more joint bolts 22 because the workability is deteriorated and the yield strength is reduced due to the narrowing of the bolt interval.

  The joint bolt 22 is inserted into the hole 31 of the joint plate 21 abutted between the adjacent segments 4. The distal end portion 22a of the joint bolt 22 inserted into the hole 31 is projected from the joint plate 21 in the mating segment 4, and the screw portion formed in the distal end portion 22a and the joint nut 32 are connected. By screwing together, it is possible to firmly fix the abutting joint plate 21.

  As shown in FIGS. 3 (a) and 3 (b), the stiffening beam 23 is a so-called H-shaped steel beam having an upper flange 41 and a lower flange 43 formed on the upper and lower ends of a web 42 oriented substantially vertically. For example, it is preferable to use H-shaped steel. The example of FIG. 3 shows a case where the stiffening beam 23 is disposed on the inner surface side of the shield tunnel 3.

  In FIG. 3A, this stiffening beam 23 is connected to a reinforcing member 24 fixed to the end of a main girder 25 (see FIG. 2) on the tunnel inner surface side in the height direction of the segment 4 by welding. It is fixed by a bolt 45 and a connection nut 46. In such a case, it is necessary to previously form a hole 47 corresponding to the bolt diameter of the connection bolt 45 in the upper flange 41 of the stiffening beam 23. Incidentally, the stiffening beam 23 is not limited to the case where the bolt is joined to the reinforcing member 24, but may be fixed by welding or the like, but considering the ease of work and workability, the bolt joint Is preferred.

  In FIG. 3 (b), the stiffening beam 23 is connected to the joint plate 21 and the main girder 25 on the tunnel inner surface side in the segment height direction at the corner portion formed by the joint plate 21 and the main girder 25 of the segment 4. It fixes with the connection bolt 45 and the connection nut 46 with respect to the reinforcement member 24 fixed to both the edge parts (refer FIG. 2) by welding. In such a case, it is necessary to previously form a hole 47 corresponding to the bolt diameter of the connection bolt 45 in the upper flange 41 of the stiffening beam 23. Incidentally, the stiffening beam 23 is not limited to the case where the bolt is joined to the reinforcing member 24, but may be fixed by welding or the like, but considering the ease of work and workability, the bolt joint Is preferred.

  Further, the stiffening beam 23 is not limited to a so-called H-shaped steel beam. For example, the proof strength necessary for a bending load on the segment, such as a rectangular steel tube having a rectangular cross section and a hollow section, and the like. It can be composed of a beam that can ensure rigidity.

  The purpose of the stiffening beam 23 is to perform load transmission between the rings of the adjacent staggered segments. Therefore, it is desirable that the stiffening beam straddles at least two adjacent rings continuously, and its length is From the viewpoint of workability in the tunnel, a maximum of about 10 m is preferable.

  The reinforcing member 24 is constituted by a trapezoidal or rectangular (not shown) steel plate as shown by a dotted line in FIG. 2 and 3A, the reinforcing member 24 is a main girder of a segment adjacent to the joint plate 21 in the axial direction of the tunnel or shaft (longitudinal direction of the stiffening beam 23 in FIG. 2). 25, the end of the main girder on the side where the stiffening beam in the segment height direction (vertical direction in FIG. 2) is disposed so as to straddle the contact portion of the adjacent joint plate It is fixed by. Further, the reinforcing member 24 is arranged across a plurality of segments in a direction substantially perpendicular to the circumferential direction across the joint plates with which the segments adjacent to the circumferential direction of the tunnel or shaft are in contact with each other. The fixed stiffening beam 23 is fixed by a connection bolt 45 for screwing it to the segment 4. As a means for joining the stiffening beam 23 to the reinforcing member 24, welding is also possible, but considering the ease of work and workability, bolt joining is preferred.

  The reinforcing member 24 includes, in segments adjacent to each other in the axial direction of the tunnel or the shaft, an end portion in the circumferential direction of the reinforcing member fixed to one main girder, and a main girder adjacent to the main girder in the axial direction. The ends of the reinforcing members fixed to each other overlap in one axial cross section (in FIG. 2, the ends of the reinforcing members 24 fixed to the adjacent main girders are It is more preferable that a part of the slope portion of the shape overlaps. This is because the stress is transmitted more smoothly when the bending moment is generated.

  Further, the reinforcing member 24 may be fixedly disposed on the side opposite to the side where the stiffening beam 23 is disposed in the segment height direction, and the proof stress and rigidity are further improved (see FIG. 3C). .

  The size and shape of the reinforcing member 24 are not limited to the example shown in FIG. 2 and may be any shape other than a rectangular shape. The length in the circumferential direction is preferably at least 1 m (50 cm or more in the circumferential direction from the position corresponding to the central portion, that is, the joint plate adjacent in the axial direction). The width in the axial direction is preferably at least a width where the bolt head does not protrude.

  Further, the reinforcing member 24 is replaced with a plate welded to the main girder 25, and an L-shaped member integrated with the main girder (for example, angle steel) or a C-shaped member (for example, channel steel). ) Can also be used.

  The transmission plate 29 is made of a rectangular or square steel plate. The transmission plate 29 is fixed to both the joint plate 21 and the main girder 25 by welding on the side of the stiffening beam 23 at the corner portion formed by the joint plate 21 and the main girder 25. A stiffening beam is joined to 29 by a connecting bolt 45 or the like. As a means for joining the stiffening beam 23 to the transmission plate 29, welding is also possible, but considering the ease of work and workability, bolt joining is preferable.

  The shape of the transmission plate 29 is not limited to the substantially square shape shown in FIG. 2, and may be any shape other than a rectangular shape. The size is preferably at least a width that does not protrude from the bolt head.

  The shield tunnel 3 to which the connecting structure 11 having such a configuration is applied is applied to a main tunnel 62 connected to the branch junction 61, for example, as shown in FIG. Incidentally, a bending moment as shown in FIG. 4B, for example, is generated in the main tunnel 62 constituting such a road tunnel branching junction 60. In other words, it can be seen that the distribution of the bending moment generated is significantly different in the circumferential direction of the main tunnel 62.

  Here, a case where a load based on a bending moment is applied to each segment constituting the shield tunnel 3 will be described.

  For example, as shown in FIG. 5A, the force applied to one segment 4a is transmitted to another segment 4b adjacent in the circumferential direction. However, when the stiffening beam 23 described above is disposed in the axial direction at the boundary between the segments 4 adjacent in the circumferential direction, the transmission of force to the segment 4b is greatly suppressed. As a result, the force is transmitted to the segments 4c and 4d adjacent to each other in the axial direction of the segments 4a and 4b as indicated by arrows in the figure.

  The force transmitted to the adjacent segments 4c and 4d finally flows to the segment 4b. In the present invention, a reinforcing member 24 is provided to improve the transmission force of these forces. Yes. That is, the reinforcing member 24 is formed along a region where force is transmitted to the adjacent segments 4c and 4d. As a result, the force that is suppressed from being transmitted to the segment 4b through the joint plate 21 by the stiffening beam 23 can bypass the stiffening beam 23 via the reinforcing member 24 and be transmitted to the segment 4b. Become.

FIG. 6 shows the rate of occurrence of a bending moment (assuming that there is no segment joint) between point A or point C in segment 4c or segment 4d in FIG. The result of analyzing the ratio to the generated bending moment at that point in the case is shown. Incidentally, FIG. 6 shows the relationship of the generated bending moment at that point when the stiffness of the stiffening beam 23 (stiffening beam spring constant) is changed. This analysis assumes a road tunnel segment with a tunnel outer diameter of 13 m class, and uses a steel segment of two main girder with a segment height of 500 mm, a segment width of 1200 mm, and a segment length of 2000 mm. Since the vertical ribs are arranged at a pitch of 500 mm, the spring constant between the rings is set to 4.5 × 10 ⁵ kN / m.

When the segment joint is not provided, the rate of occurrence of the bending moment is 1.0 at points A, B, and C. However, when only the segment joint is provided, the stress transmission performance at point B is provided. Decreases by about 40%, while the rate of occurrence of bending moments at points A and C increases by about 20%. When applied, the segment joint must have a joint structure that can resist the bending moment generated at point B.

  Therefore, when the stiffening beam 23 is disposed and the spring constant of the stiffening beam 23 is increased, the stress transmission performance at the point B further decreases according to this, and the occurrence rate of the bending moment at the point B is It can be seen that the rate is further reduced to about 70%, and the generation rate of the bending moment at points A and C is further increased to about 35%.

  By arranging the stiffening beam 23 in this way and further adjusting this spring constant by appropriately selecting the shape and thickness of the stiffening beam 23, the segments 4c and 4d including the points A and C can be obtained. The transmitted force can be controlled. The force transmitted to the segments 4c and 4d can be efficiently transmitted through the reinforcing member 23 as described above, and the stress transmission performance of the entire connecting structure 11 can be improved.

  Since this spring constant is set larger than the spring constant of the vertical ribs arranged in the segments, the load transmission effect is greatly exerted. Therefore, when setting the shape and plate thickness of the stiffening beam 23, It may be determined with reference to the spring constant.

  That is, in the connection structure 11 to which the present invention is applied, the stress transmission performance is improved while suppressing the bending moment at the boundary between the circumferentially adjacent segments 4 only by providing the stiffening beam 23 and the reinforcing member 24. Can do. The arrangement of the stiffening beam 23 and the reinforcing member 24 is relatively easy, and the cost required for materials and man-hours can be reduced. Further, since it is not necessary to make the structure of the joint structure complicated as in the prior art, further cost reduction can be achieved. Further, since the bending moment can be reduced at the boundary between the segments 4 adjacent in the circumferential direction, the joint bolts 22 constituting the joint structure 11 can be reduced in diameter, and these joint bolts 22 are arranged in multiple stages. Since it is no longer necessary, the labor involved in production can be reduced.

  In addition, the connection structure 11 to which the present invention is applied is particularly useful when the shield tunnel 3 is disposed at a location having a large depth, for example. In such a case, a large bending moment is locally applied to the shield tunnel 3. However, in the connection structure 11 to which the present invention is applied, a large bending moment is applied at the boundary between the segments 4 adjacent in the circumferential direction. The durability itself can be improved. Further, in a case where an extremely large bending moment is applied, it is possible to cope with this by increasing the diameter of the joint bolt 22 or by performing multistage arrangement of the joint bolt.

  Further, when the shield tunnel 3 is applied to the main tunnel 62 shown in FIG. 4, the cross-sectional secondary moment of the stiffening beam 23 and the shape of the reinforcing member 24 are made different according to the bending moment generated. May be.

  5 (b) shows a case where bending deformation is applied so that the inner surface side is convex in the connection structure 11 to which the present invention is applied, and FIG. 5 (c) shows that the bending deformation is performed so that the outer surface side becomes convex. It shows the case of joining.

  When bending deformation is applied in the direction shown in FIG. 5 (b), the force transmission route is from the segment joint abutment surface 101 shown in FIG. 5 (a) through the connection bolt 45 to the stiffening beam 23, and further to the connection bolt. 45 to reach the reinforcing member 24.

  On the other hand, when bending deformation is applied in the direction shown in FIG. 5 (c), the force transmission route is connected from the transmission plate 29 to the connection bolt 45, the stiffening beam 23, and the adjacent ring contact surface 102. It will reach the reinforcing member 24 via the bolt 45.

  Incidentally, this stiffening beam 23 may be installed in the tunnel secondary lining structure as shown in FIG. 7, for example. In such a case, the stiffening beam 23 is included in the concrete 95 for secondary tunnel lining.

  Further, the connection structure 11 to which the present invention is applied is, for example, as shown in FIG. 8 (a), with respect to the segment 4 constituting the wall surface of the rectangular structure 7 embodied as a rectangular tunnel buried in the ground. It may be applied. Incidentally, on the wall surface of the rectangular structure 7, the segments 4 are arranged in a staggered manner. FIG. 8B shows a distribution of bending moment applied to the rectangular structure 7. By providing the connection structure 11 described above only at a location where the bending moment is locally increased, the force transmission performance based on the bending moment can be improved, and as a result, the durability can be improved.

  Moreover, you may make it apply the connection structure 11 to which this invention is applied with respect to the segment 4 which comprises the wall surface of the rectangular shaft 8 as shown, for example in FIG. Incidentally, on the wall surface of the rectangular shaft 8, the segments 4 are arranged in a zigzag pattern until reaching the bottom plate 81. Similarly, when applied to such a rectangular shaft 8, it is possible to improve the durability by providing the connection structure 11 described above only at a location where the bending moment is locally increased.

  Furthermore, the connection structure 11 to which the present invention is applied may be used for the staggered segments 4 constituting the wall of the pier for supporting the main girder of the bridge.

  10 to 14 show examples of variations of the joint structure 11.

  In the example shown in FIGS. 10A and 10B, the stiffening beam 23 is provided on the outer surface side (skin plate 28 side) of the shield tunnel 3. Incidentally, FIG. 10A shows a side surface from the AA direction in FIG. 2, and FIG. 10B shows a side surface from the BB direction in FIG.

  Moreover, in the example shown to Fig.11 (a), (b), it has shown about the case where the stiffening beam 23 is arrange | positioned on both the inner surface side and the outer surface side of the shield tunnel 3. FIG. Incidentally, FIG. 10A shows a side surface from the AA direction in FIG. 2, and FIG. 10B shows a side surface from the BB direction in FIG.

  Similarly, the structural strength and rigidity of the entire shield tunnel 3 can be improved. In particular, the example shown in FIG. 11 is useful in that the stiffening beam 23 can be installed inside and outside the pier when the connecting structure 11 is applied to the segment 4 as the wall of the pier.

  In the example shown in FIG. 12, notches 9 corresponding to the shape of the stiffening beam 23 are formed on the inner surface side of the shield tunnel 3 at the contact positions of the joint plate 21 in the segment 4 and the reinforcing member 24. Show. That is, the segment 4 is formed with a recess corresponding to the shape of the notch 9, and the reinforcing member 24 also forms the contact surface 24a with which the flange surface of the upper flange 41 can contact, while the segment 4 A bent portion 24b bent inward is formed. Incidentally, a water stop material (not shown) may be provided along the bent portion 24b.

  Thereby, a part or all of the stiffening beam 23 can be accommodated inside the segment 4, and the entire joint structure 11 can be combined into a compact shape.

  In the example shown in FIG. 13, the case where the notch 9 is formed on the outer surface side of the shield tunnel 3 and the stiffening beam 23 is disposed in the notch 9 is shown. Further, in the example shown in FIG. 14, a case is shown in which notches 9 are formed on both the inner surface side and the outer surface side of the shield tunnel 3, and the stiffening beam 23 is disposed in both the notches 9. ing. Similarly, the structure can be made compact while improving the structural strength and rigidity of the entire shield tunnel 3.

  In the segment connection structure of the present invention, when the segment is a composite segment, the connection nut 45 is fixed to the reinforcing member 24 and the transmission plate 29 in advance by spot welding or the like, and a filler such as concrete is filled. Furthermore, the periphery of the connection nut 45 may be covered with a box made of iron or the like so that the hole of the connection nut 45 is not blocked with the filler, so that the filler does not enter the box. As a result, the stiffening beam 23 can be bolted to the reinforcing member 24 and the transmission plate 29.

  In addition, the connection structure of the segment of this invention does not ask | require a shape, when the cross-sectional shape of a tunnel or a shaft of an application destination is a rectangle, when it is circular. However, when a shape steel such as H-section steel is used for the stiffening beam and the tunnel cross section is circular and the curvature is small, it may be necessary to bend the stiffening beam to match the curvature of the tunnel. Further, since it may cause an increase in manufacturing time and manufacturing cost, it is more preferable to apply to a tunnel having a rectangular cross section.

  When the tunnel cross section is circular and has a curvature, hot stiffening of the stiffening beam is performed according to the curvature (for example, in the case of H-shaped steel, the flange on the side attached to the reinforcing member according to the curvature) In addition to bending the stiffening beam, the steel plate or bar steel used as the liner should be inserted over the length of the stiffening beam into the gap between the stiffening beam and the segment. It is also possible to cope with.

It is a figure which shows the example of the shield tunnel to which the connection structure of the segment which concerns on this invention is applied. It is a front view of the segment ring connected to the axial direction of the shield tunnel, and the circumferential direction. (A) is the side view of the AA direction of FIG. (B) is the side view of the BB direction of FIG. (C) is a side view of the AA direction of FIG. 2 in the case where reinforcing members are installed at both ends in the segment height direction. It is a figure shown about the example in which the connection structure which concerns on this invention is applied to a road tunnel branch junction part. It is a figure for demonstrating about the transmission path | route of the force loaded on one segment. It is a figure which shows the result of having analyzed the incidence rate of the bending moment between the points A and C and the point B. It is a figure for demonstrating about the case where a stiffening beam is installed in a tunnel secondary lining structure. It is a figure shown about the example which applies this invention to the rectangular structure embodied as a rectangular tunnel embed | buried in the ground. It is a figure which shows the example which applies the joint structure which concerns on this invention with respect to the segment which comprises the wall surface of a rectangular shaft. (A), (b) It is a figure shown about the case where a stiffening beam is arrange | positioned in the outer surface side of a shield tunnel. (A), (b) It is a figure shown about the case where a stiffening beam is arrange | positioned in both the inner surface side and outer surface side of a shield tunnel. It is a figure shown about the case where the notch according to the shape of a stiffening beam is formed in the inner surface side of a shield tunnel. It is a figure shown about the example which forms a notch in the outer surface side of a shield tunnel, and arrange | positions a stiffening beam in this notch. It is a figure which shows the example which forms the notch in both the inner surface side and outer surface side of a shield tunnel, and arrange | positions a stiffening beam with respect to both these notches.

Explanation of symbols

2 Segment ring 3 Shield tunnel 4 Segment 5 Segment joint portion 9 Notch 11 Connection structure 20 Joint portion 21 Joint plate 22 Joint bolt 23 Stiffening beam 24 Reinforcement member 25 Main girder 28 Skin plate 29 Transmission plate 31 Hole 32 Joint nut 41 Upper part Flange 42 Web 43 Lower flange 45 Connection bolt 46 Connection nut 47 Hole 61 Branch and junction 62 Main line tunnel

Claims (6)

A connecting structure of segments constituting a tunnel or a shaft that connects a plurality of segments having joint plates and main girders in a staggered manner,
A stiffening beam disposed across a plurality of segments in the axial direction of the tunnel or shaft across the joint plates to which the segments adjacent to each other in the circumferential direction of the tunnel or shaft are abutted;
In the main girder of the segment adjacent to the abutting joint plate in the axial direction of the tunnel or shaft, at the end of the main girder on the side where the stiffening beam in the segment height direction is disposed, A plate-like reinforcing member that is fixed to the main girder of the adjacent segment by welding so as to straddle the contact portion of the joint plate to be contacted, and is extended so that the longitudinal direction is the tunnel circumferential direction. ,
The stiffening beam is joined to the reinforcing member;
A plate-shaped transmission plate is fixed to the joint plate and the main girder by welding on the stiffening beam side of the corner portion formed by the coupling plate and the main girder, and is attached to the transmission plate. A connecting structure of segments, wherein the stiffening beams are joined . The segment connection structure according to claim 1, wherein the stiffening beam is made of an H-shaped steel or a square steel pipe. The end in the circumferential direction of the reinforcing member fixed to the main girder and the end in the circumferential direction of the reinforcing member fixed to the main girder adjacent to the main girder in the axial direction are the axial direction. The segment connection structure according to claim 1, wherein the segments are overlapped in one section. The segment according to any one of claims 1 to 3, wherein the stiffening beam is disposed on at least one of an inner surface side and an outer surface side of the tunnel or shaft of the segment to be connected. Connection structure. The height of the joint plate to be abutted is lower than the segment height, and the shape of the main girder and the reinforcing member at the contact position of the joint plate is adjusted according to the height of the joint plate, The segment connection structure according to any one of claims 1 to 4, wherein a protrusion in the segment height direction of the stiffening beam is reduced. The segment connection structure according to any one of claims 1 to 5, wherein the stiffening beam is included in concrete for a secondary tunnel lining structure.

Images