JP5527087B2 - Segments and their manufacturing methods - Google Patents

Description

  The present invention relates to a segment used when a tunnel or the like is constructed by a shield method or the like and a manufacturing method thereof.

  Conventionally, as a main girder in a segment, as shown in FIG. 17, a main girder 20 having a flange member 8 and a web member 7 is known, and as a cross-sectional shape of the main girder 20, the flange member 8 is a web member. A main girder 20 having a structure projecting outward from the tunnel axis direction 7 is known (see, for example, Patent Document 1).

JP 2005-264661 A

In the conventional case, since the flange member 8 protrudes outward from the web member 7 in the tunnel axial direction, as shown in FIG. 15B, (1) jack thrust P by the shield method is indicated by an arrow Y. In the composite segment, in order to cope with the local stress concentration of the filling concrete 5, it is necessary to reduce the angle of the flange end face or to increase the strength of the concrete. (2) Further, in order to alleviate the stress concentration, it is necessary to transmit the jack thrust P from the front end of the flange member 8 to the web member 7 as indicated by the arrow X. There is a problem that it is necessary to ensure a large welding specification.
Further, since the web member 7 is sandwiched between the flange members 8, as shown in FIG. 17, when managing the segment member height dimension H in the tunnel radial direction, the skin plate 3 (4) at the time of segment manufacture is controlled. The segment member height H is synergistically influenced by the tolerance S1 of the plate thickness dimension S, the tolerance F1 of the plate thickness dimension F of the flange member 8, and the tolerance V1 of the height dimension V of the web member 7. Because H = S + (± S1) + F + (± F1) + V + (± V1), the segment member height H varies, and the segment cross-sectional performance is not stable. There is a problem that the labor for carrying out the manufacturing management including the correction of the strictness is required, and the manufacturing cost of the segment increases accordingly.

  In the case of the segment in the form of assembling the web member 7, the flange member 8, and the main girder 20 due to the problems as described above, there is a segment that satisfies both of the following (1) to (2). Will be desired.

(1) Reduce the manufacturing cost of the segment after making the segment structure specifications that can reasonably cope with the jack thrust.
(2) To minimize the variation of the segment member height H in the tunnel radial direction, to stabilize the member performance and reduce the manufacturing cost.
As a result of various studies on these problems, the present inventor has arranged that one end side in the plate thickness direction of the flange member is in contact with the web side surface of the segment and the other end side protrudes in the tunnel radial direction from the web member. The present inventor has found that the above-described problem can be advantageously solved by using a structure that is fixed in a fixed manner, and has completed the present invention.
The present invention advantageously eliminates the above-mentioned problems, and makes it easier to control the size of the segment height in the radial direction of the tunnel than the conventional case, and has a stable performance for tunnel lining and the like and its manufacture. It aims to provide a method.

In order to solve the above-mentioned problem advantageously, in the segment of the first invention, at least one pair of main girders having one web member and at least one flange member and either the natural ground side or the inner sky side Or it is a segment provided with both skin plates, Comprising: One end side of the plate | board thickness direction in the one side end surface of the said flange member is contact | abutted to the segment inner surface in the said web member, and the other end side is a web member The flange members are arranged so as to protrude more in the tunnel radial direction and are fixed to each other, and the main girder is formed in a main girder cross section having a substantially U-shaped section or a substantially L-shaped section. And
According to a second invention, in the segment of the first invention, the skin plate is fixed to the flange member.
In the third invention, in the segment of the first or second invention, the outer surface in the tunnel radial direction of the skin plate is disposed outside the outer end surface in the tunnel radial direction of the web member, or the tunnel radius of the web member It arrange | positions so that it may become an inner side from the inner end surface of a direction, and is mutually fixed.
In the fourth invention, in any one of the segments of the first to third inventions, between the flange member and the web member constituting the main beam, between the flange members, or between the inner flange member and the The skin plates are connected to each other by a stiffener.
According to a fifth aspect of the present invention, in the segment of the fourth aspect, the joining of the web member and the flange member by welding is performed by fillet welding at the corner of the corner formed by the web member and the flange member. When the amount of welding is the projected corner fillet weld amount (S1), the fillet weld amount (S) of the inner corner portion of the corner portion is zero or the projected corner fillet weld. The amount is not more than 1/2 of the amount (S1).
According to a sixth aspect of the present invention, in the segment of the fourth or fifth aspect, the stiffener is connected by a connecting member between opposing main beams.
In the seventh invention, in the segment of the fourth invention or the fifth invention, the opposing main girders are connected by a stiffener.
In the eighth invention, in any segment of the fourth shot bright-seventh invention, that the middle packed concrete is filled and hardened on the inner side of the main beam and the joint plates and steel shell provided with the skin plate Features.
The ninth invention is characterized in that in the segment of the eighth invention, a stopper is provided on the inner surface of the steel shell.
The tenth invention is characterized in that, in the segment of the ninth invention, the displacement stopper provided on the flange member is a rod-like member installed across the main girders.
The eleventh invention is characterized in that, in any of the segments of the eighth invention to the tenth invention, reinforcing reinforcing bars are embedded and disposed in the inside concrete in the circumferential direction of the tunnel.
In a twelfth aspect of the invention, in any one of the segments of the eighth to eleventh aspects, the flange member and the web member constituting the main girder, or between the flange members, or the inner-side flange member and the skin. The plates are connected by stiffeners, the stiffeners are connected by connecting members between the opposing main girders, and circumferential reinforcing reinforcing bars are inserted across adjacent connecting members spaced in the circumferential direction of the tunnel It is characterized by being.
In a thirteenth aspect, in any of the segments according to the eighth to eleventh aspects, between the flange member and the web member constituting the main beam, between the flange members, or between the inner flange member and the skin. The plates are connected by a stiffener, the opposing main girders are connected by the stiffener, and circumferential reinforcing bars are inserted across adjacent stiffeners spaced in the circumferential direction of the tunnel. It is characterized by that.
In the method for manufacturing a segment of the fourteenth invention, in manufacturing the segment of any of the fourth to thirteenth inventions, the flange member and the web member constituting the main beam are temporarily welded, and the flange member and After the web members or between the flange members are connected with the stiffener, the flange member and the web member constituting the main girder are continuously welded.

According to the first invention, a segment having a main girder having a web member and a flange member, the segment inner surface of the web member having at least one end in the plate thickness direction on one side end surface of the flange member The flange member is arranged so that the side abuts and the other end protrudes in the tunnel radial direction from the web member, and the main girder has a substantially cross-sectionally U-shaped or L-shaped main girder cross-section. Since it is formed, the following effects can be obtained.
(1) Since both end surfaces on the outer side in the tunnel axis direction are formed smoothly by the flat surface of the web member, when the jack thrust is applied to the segment by the expansion / contraction jack in the shield machine, the jack thrust is the flange member as in the prior art. Since it is loaded directly on the web member without locally loading the tip, the stress transmission to the segment becomes smooth, welding between the flange member and the web member can be reduced, and further, local to the concrete Since stress concentration can also be avoided and the concrete strength can be lowered, the segment manufacturing cost can be reduced.
(2) The main girder of the present invention has a structure in which at least one flange member is fixed to the side surface of the web member, and is not a structural section in which the web member is sandwiched between the flange members as in the prior art. Since the influence of the dimensional error of the girder component is avoided, the dimensional control becomes easy, the variation in the height of the segment member is reduced, and the sectional performance of the segment is stabilized.
In particular, according to the present invention, the segment height at the time of manufacturing the segment can be managed only by adjusting the mounting position of the flange member with respect to the inner surface of the segment of the web member. Therefore, the segment component member (web member, flange member, skin plate) It can be avoided from the influence of dimensional errors.
(3) As a result, the manufacturing management of the segment can be eased, so that the manufacturing cost of the segment can be reduced.
Further, since the main girder is formed in a main girder cross section having a substantially U-shaped section or a substantially L-shaped cross section, a main girder having a simple cross-sectional shape can be used to make a rational main girder. The effect that it can do is acquired.
According to the second invention, since the skin plate is fixed to the flange member, the skin plate can be easily fixed by welding, and the accuracy of the width dimension of the skin plate in the tunnel axis direction can be reduced. Therefore, effects such as easy dimensional management of the skin plate in the tunnel axis direction can be obtained.
According to the third invention, the outer surface in the tunnel radial direction of the skin plate is arranged so as to be outside the outer end surface in the tunnel radial direction of the web member or inside the inner end surface in the tunnel radial direction of the web member. Therefore, the rigidity of the steel shell can be increased by fixing the flange member outside the position-adjusted flange member. In addition, the web member can be made lower than the designed segment height to be an economical main girder, and the dimensional tolerances of the web member, flange member, and skin plate in the segment component member need not be considered. Effects such as extremely easy dimensional management can be obtained.
According to the fourth invention, the flange member and the web member constituting the main girder, or between the flange members, or between the inner flange member and the skin plate are connected by the stiffener. And web members, flange members or inner flange side flange members and skin plates can be connected while being reinforced with stiffening members, and when concrete is packed inside, the stiffening members function as slippers Thus, it is possible to prevent the middle-filled concrete from being displaced in the tunnel circumferential direction and the like, and to obtain an effect that the integration of the steel shell and the middle-filled concrete can be enhanced. In addition, since the main girder can be prevented from being deformed during the main welding of the web member and the flange member, the effect of making shape management extremely easy can be obtained. Furthermore, in a segment having an inner air side flange member arranged in an arc shape in the circumferential direction of the tunnel, the inner air side flange member is stiffened by a stiffener, so the tensile axial force in the tunnel circumferential direction is applied to the flange member. When this occurs, it is possible to suppress the vertical displacement of the inner flange member toward the inner space of the tunnel, thereby improving the structural performance of the segment and the like. In particular, when concrete is packed in the middle, cracking of the concrete or peeling of the flange member and the concrete can be suppressed, and an effect of improving durability can be obtained.
According to the fifth aspect of the present invention, the web member and the flange member are joined by welding with the fillet welding of the corner of the corner portion formed by the web member and the flange member, and the welding amount is reduced. In the case of the projected corner fillet welding amount (S1), the fillet weld amount (S) of the inner corner of the corner portion is zero or 1/2 of the projected corner fillet weld amount (S1). Since it is as follows, the following effects can be obtained.
The weld between the web member and the flange member is formed by the web member and the flange member in a state where the flange member is stiffened by the stiffener and the flange member is prevented from being deformed out of the plane in the tunnel radial direction. It is possible to weld joints by increasing the fillet weld amount of the projected corner from the outside of the corner portion to be made, and to make the fillet weld amount of the inner corner of the corner portion zero, or compared with the projected corner weld amount It can be significantly reduced to 1/2 or less, and the deformation due to the fillet welding of the inner corner can be remarkably suppressed, and the welding of the inner corner is markedly reduced. Therefore, it is possible to improve the parts, the welding work and the welding work efficiency.
According to the sixth invention, since the stiffener is connected by the connecting member between the opposing main beams, even if the abdominal pressure acts when the tensile force in the tunnel circumferential direction acts on the flange member in the segment, It is possible to suppress the vertical displacement in which the inner space side flange member in each main girder is displaced inward in the tunnel radial direction, and it is possible to obtain the effect that the rotation displacement of the inner space side flange member can also be suppressed. 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. .
According to the seventh invention, since the opposing main girders are connected by the stiffener, the same effect as that of the sixth invention can be realized with a small number of members, so that the manufacturing cost can be reduced.
According to the eighth aspect of the present invention, when the filling concrete is filled and hardened inside the steel shell having the main girder, the joint plate and the skin plate, the filling concrete is filled and hardened, and the rigidity is integrated with the steel shell. In addition, effects such as a synthetic segment having load resistance can be obtained.
According to the ninth invention, since the slip prevention is provided on the inner surface of the steel shell, it is possible to enhance the integration of the filling concrete and the steel shell, and the filling concrete is removed from the steel shell in the tunnel circumferential direction or It is possible to obtain an effect such as prevention of peeling inward in the tunnel radial direction.
According to the tenth invention, since the displacement stopper provided on the flange member is a rod-shaped member installed between the main girders, the composite structure of the steel shell and the filled concrete can be enhanced, and the segment ring When used in a part where the positive bending moment toward the tunnel inner space is excellent due to earth and water pressure, it is possible to prevent the stuffed concrete from bulging into the tunnel radial inner space. Is obtained.
According to the eleventh invention, the reinforcing steel bars are embedded and arranged in the circumferential direction of the tunnel in the inside concrete, so that it can be a reinforced concrete structure with the middle concrete and the circumferential reinforcing steel. A composite structure with the stuffed concrete can be obtained, and effects such as further enhancing the rigidity and proof stress of the composite structure segment can be obtained.
According to a twelfth aspect of the present invention, the flange member and the web member constituting the main girder, or between the flange members, or between the inner flange member and the skin plate are connected by a stiffener, and the stiffening is performed. The members are connected by the connecting members between the opposing main girders, and the circumferential reinforcing reinforcing bars are inserted across the adjacent connecting members spaced in the circumferential direction of the tunnel. Effects such as suppression of displacement (vertical displacement and rotational displacement) of the inner-side flange member and the circumferential reinforcing bar due to the abdominal pressure when a tensile axial force acts on the inner-side reinforcing bar can be obtained. Further, since the stiffener also functions 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 further increase the yield strength of the synthetic structural segment. And the like.
According to the thirteenth invention, the flange member and the web member constituting the main girder, or between the flange members, or between the inner flange member and the skin plate are connected by the stiffener and opposed to each other. The girders are connected by the stiffener, and the circumferential reinforcing reinforcing bars are inserted over the adjacent stiffeners spaced apart in the circumferential direction of the tunnel. Since the same effects as the invention can be realized with a small number of members, effects such as reduction in manufacturing cost can be obtained.
According to the fourteenth aspect of the present invention, it is possible to suppress welding thermal deformation at the time of manufacturing the main girder, so that the correction work of the segment after deformation is reduced (the correction work is small), and the manufacturing cost and the manufacturing period of the segment can be reduced. can get.

It is a partially cutaway perspective view which shows the segment of the composite structure for tunnel lining of 1st Embodiment of this invention. (A) is a longitudinal front view of the segment shown in FIG. 1, and (b) is a longitudinal front view corresponding to FIG. It is a longitudinal front view which expands and shows the main girder of 1st Embodiment shown in FIG. It is a partially notched perspective view which shows the segment of the composite structure for tunnel lining of 2nd Embodiment of this invention. It is a vertical front view of the segment shown in FIG. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 3rd Embodiment of this invention. It is a partially cutaway perspective view which shows the segment of the composite structure for tunnel lining of 4th Embodiment of this invention. It is a vertical front view of the segment shown in FIG. It is a partially notched perspective view which shows the segment of the composite structure for tunnel lining of 5th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 6th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 7th Embodiment of this invention. It is a partially notched perspective view which shows the segment of the composite structure for tunnel lining of 8th Embodiment of this invention. It is a vertical front view of the segment shown in FIG. It is a vertical front view of the segment of the composite structure for tunnel lining of 9th Embodiment of this invention. It is explanatory drawing of the transmission condition of the jack thrust in the case of the segment of this invention, and the transmission condition of the jack thrust in the case of the conventional segment. (A) is explanatory drawing for demonstrating the deformation | transformation of the main girder in the case of manufacturing the segment of this invention, (b) is explanatory drawing for demonstrating the flow of the stress which passes a main girder welding part. It is a longitudinal front view which expands and shows the main girder and skin plate vicinity in the case of the conventional segment. It is a vertical front view of the segment of the composite structure for tunnel lining of 10th Embodiment of this invention. (A) shows the welding form of a web member and a flange member, Comprising: The longitudinal cross-sectional front view which shows the one end side of the segment of the composite structure for tunnel coverings of 11th Embodiment of this invention, (b) It is a vertical front view which shows the deformation | transformation form of the welding form of a web member and a flange member. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 11th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 12th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 13th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 14th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 15th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 16th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 17th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 18th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 19th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 20th Embodiment of this invention. It is a vertical side view which shows the segment of the composite structure for tunnel lining of 21st Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 21st Embodiment of this invention. (A) shows a state in which the flange tip on the side opposite to the web is deformed in the tunnel radial direction when a tensile axial force is acting on the flange in the main girder that is arc-shaped in the circumferential direction of the tunnel. The schematic side view to show, (b) is a longitudinal front view which shows the state which the flange member is deform | transforming by abdominal pressure. (A) is explanatory drawing which shows that the vertical displacement of a flange member is suppressed by providing the main beam with the stiffening member integrally connected to the flange member of the tunnel inner side, (b) is a tunnel By providing a stiffening member that is integrally connected to the flange member on the inner air side in the main girder and a stiffening member that connects between the main beams, the vertical displacement and rotational displacement of the flange member on the inner air side of the tunnel can be reduced. It is explanatory drawing which shows having suppressed.

    Next, the present invention will be described in detail based on the illustrated embodiment.

  1 to 3 show a segment 1 of a composite structure for tunnel lining according to a first embodiment of the present invention, and FIG. 1 is a partially cutaway perspective view of the segment 1, FIG. 1 is a longitudinal front view of the segment 1 shown in FIG. 1, FIG. 2B is a longitudinal front view showing a form in which the skin plate is widened, and FIG. 3 is a diagram of the main girder 2 and the ground of the first embodiment shown in FIG. It is a longitudinal front view which expands and shows the skin plate 3 on the mountain side or the skin plate 4 on the inner sky side.

  In the illustrated embodiment, the composite segment 1 is shown in which the concrete 5 is filled and hardened in the segment, and the steel shell 6 and the intermediate-filled concrete 5 are combined and integrated. However, in the present invention, the segment for tunnel lining is shown. 1 may be a steel segment in which the filling concrete 5 is not filled in the segment, or a segment in which the filling concrete 5 is filled and hardened in the segment.

In this embodiment, the steel main girder 2 arranged so as to extend in the circumferential direction of the tunnel in the segment 1 is a U-shaped cross section (or groove-shaped cross section) main girder having a web member 7 and a flange member 8. 2 is a segment 1 having a single-flange main girder 2 provided so as to project a flange member 8 to one side (one side in the tunnel axis direction) with respect to the web member 7.
In the embodiment of the present invention, the inner surface of the segment, such as the inner surface of the segment steel shell 6, and the inner surface of the segment in the web member 7 are in contact with one end side in the plate thickness direction of the one end surface of the flange member 8. The flange member 8 is arranged at a right angle to the web member 7 so that the other end side protrudes in the tunnel radial direction from the web member 7, and the flange member 8 is attached to the web member 7 in two segments inside and outside the segment. It is fixed by fillet welding W that is continuous in the circumferential direction of the tunnel.
In particular, according to the present invention, the segment height H in the tunnel radial direction at the time of segment manufacture can be managed only by adjusting the mounting position of the flange member 8 in the tunnel radial direction with respect to the segment inner side surface of the web member 7. This can be avoided from the influence of dimensional errors of the members (web member, flange member, skin plate). Since one end side in the plate thickness direction of one side end face of the flange member 8 is brought into contact with the web member 7, the positioning of the flange member 8 in the tunnel axis direction is facilitated.
Within the plate thickness dimension F of the flange member 8, the flange member 8 arranged on the natural ground side from the end surface in the tunnel radial direction of the web member 7 is arranged so as to protrude outward (in the natural ground side) in the tunnel radial direction. The flange members 8 arranged on the side are arranged so as to protrude inward in the tunnel radial direction (inner side) and are fixed by welding W. If the projecting dimension T toward the outer side or the inner side in the tunnel radial direction within the plate thickness dimension F of the flange member 8 is large, the welding allowance can be increased (for example, the plate thickness dimension of the flange member 8 has a maximum weld leg length in the tunnel radial direction). In addition, the weld leg length can be made the thickness of the web member 7 in the tunnel axis direction), and the weld size (weld leg length or throat thickness) is increased, so that the main body is firmly fixed and has high rigidity. The digit 2 can be used, and the segment performance with high rigidity can be obtained.

More specifically, the web member 7 and the flange member 8 are joined by the fillet weld W by the fillet weld W at the inner corner of the corner formed by the web member 7 and the flange member 8. At the same time, they are joined by fillet welds W at the corners of the corners, and the leg lengths or throat thicknesses of the fillet welds are approximately the same.
In this way, at the corner formed by the flange member 8 being inclined or perpendicularly arranged on the web member 7, both the inner corner inside the segment and the outer corner outside the segment, and the weld W inside and outside. Since the weld length or throat thickness of each of the steel plates is approximately the same size, the thermal deformation due to the inner weld W and the thermal deformation due to the outer weld W almost cancel each other, so FIG. As indicated by A, thermal deformation at the time of manufacturing the main girder (or segment) can be greatly relieved, and in the case of correction, since simple means can be used, the manufacturing cost of the main girder 2 or segment 1 is greatly reduced. be able to.
Further, the welded portion W is not unevenly distributed on one side (the inner surface of the segment in the tunnel axis direction or the end surface in the tunnel radial direction) of the web member 7, and the flange member 8 is disposed on both sides (the inner surface in the tunnel radial direction and the tunnel axial direction). As shown by arrows B1 and B2 in FIG. 16 (b), the stress transmission through the weld W between the flange member 8 and the web member 7 becomes good, and as a result, the performance of the segment 1 Will be improved.
Further, as described above, since welding W is performed in a large space on the end surface of the web in the tunnel radial direction, the weld size can be increased, and segment performance with high rigidity can be obtained.

  In addition, as described above, by arranging and fixing the flange member 8 on the inner side surface of the web member 7, as shown in FIG. 15A, almost the entire flat outer surface of the web member 7 is shielded. Since the surface of the pressing engagement member 10 connected to the jack for digging (not shown) in the digging machine (not shown) can be touched, the compressive stress acting on the main girder 2 due to the jack thrust (pressing force) is reduced. It can be reduced and transmitted to the segment body side via the main beam 2. In the synthetic segment 1 in the form of filling the filling concrete 5, the compressive stress can be evenly transmitted to the filling concrete 5 from the main girder 2, particularly the inner surface of the web member 7. Further, it can be transmitted from the web member 7 to the flange member 8, the natural or internal skin plate 4, the joint plate 9, and the steel reinforcing rib 11. On the other hand, the segment structure specification can be reasonably dealt with.

In addition, in the steel segment 1 in a form not filled with the above-described filled concrete 5, the web member 7, the flange member 8, the natural skin side skin plate 3 or the inner skin side skin plate 4, the joint plate 9, These points can be transmitted to the steel reinforcing ribs 11, and in these respects, the structural specifications of the segments that can reasonably cope with the jack thrust can be obtained.
On the contrary, as shown in FIG. 15 (b), in the conventional configuration in which the flange member 8 is fixed to the top and bottom of the web member 7 and the flange member 8 is disposed so as to protrude from the web member 7, the flange member 8 is jacked. The thrust acts and the manufacturing cost increases because the web member 7 and the flange member 8 need to be welded sufficiently reliably.

As described above, in the present invention, since the structure is attached so that a part of the plate thickness dimension F of the flange member 8 is accommodated on the inner surface of the segment of the web member 7, for example, in the form shown in FIGS. When the height dimension H in the tunnel radial direction of the segment 1 is accommodated, the width dimension V in the tunnel radial direction of the web member 7 is, for example, a part of the plate thickness of the flange member 7 and the natural ground side from the dimension H. The width of the web member 7 in the tunnel radial direction V, the plate thickness dimension F of the flange member 8, and the natural ground side may be reduced. By adjusting the mounting position of the flange member 8 with respect to the web member 7 without considering the tolerance of the plate thickness dimension S of the skin plate 3 (or the skin plate 4 on the inner air side), the segment Since the tunnel radial segment height H of cement 1 can manage, it is possible to avoid the influence of dimensional errors of these members. Moreover, since the segment height H can be easily managed as described above and the segment can be manufactured, the production of the segment is easy, and there is no variation in the segment height H in the tunnel radial direction. An inexpensive segment 1 can be manufactured. The width dimension of the joint plate 9 in the tunnel radial direction is set to the same dimension as the width dimension V of the web member 7 or a slightly smaller dimension.
1 to 3, the main girder 2 is composed of a web member 7 and two flange members 8, and two such main girders 2 and one natural ground side skin plate are provided. 3 (or the inner skin side skin plate 4) and the main girder 2 and the natural ground side skin plate 3 (or the inner air side skin plate 4) which are arranged at both ends in the tunnel axial direction and integrated by welding. A five-face steel shell is constituted by two joint plates 9 fixed to the steel plate, and a steel reinforcing rib 11 is provided between the main girders 2 on the inner side of the five-face steel shell. The main girder 2 is provided with a male joint 12 or a female joint 13 to form a steel segment 1, and in such a steel segment 1 is filled and hardened concrete 5, and the steel segment 1 And a composite structure with integrated concrete 5 It has been the instrument 1. As the width dimension in the tunnel axial direction of the skin plate 3 on the natural ground side (or the skin plate 4 on the inner space side), as shown in FIG. 2A, it may be fixed to the center of the flange member 8 by welding. 2 (b), it may be fixed to the end of the flange member 8 (the base end near the main girder 7 or, on the contrary, the front end of the flange member 8) by welding, and the skin plate 3 ( The width dimension in the tunnel axis direction of 4) is appropriately set.
In the segment 1 of the present invention, at least one pair of main girders (two main girders 2) having one web member 7 and at least one flange member 8, and either one of the natural ground side or the inside sky side, or It is a segment provided with skin plates 3 on both sides, and one end side in the plate thickness direction of one side end face of the flange member 8 is brought into contact with the inner surface of the segment of the web member 7 and the other end side is The flange member 8 is arranged so as to protrude from the web member 7 in the tunnel radial direction and fixed to each other, and the main girder 2 is formed in a main girder cross section having a substantially U-shaped section or a substantially L-shaped section. Segment.

When the web member 7 and the flange member 8 are welded, as shown in FIG. 16A, the welding of the inner weld W when the flange member 8 in the tunnel radial direction is fixed to the web member 7 by welding. When the size (weld length, throat thickness dimension) and the weld amount of the outer weld W1 are set to the same weld size as much as possible, there is no difference in compressive force due to thermal contraction of the weld as shown by arrows X and X2. The flange member 8 is preferable because deformation at the time of manufacture as indicated by a chain line A can be reduced.
When the weld size of the inner weld W is substantially the same as the weld size of the outer weld W1, the flow of stress transmission between the flange member 8 and the web member 7 is shown by arrows B1, B1 in FIG. As shown by B2, the stress transmission between the flange member 8 and the web member 7 becomes good. If the weld size of the outer weld W1 is small, the stress tends to be transmitted from the side where the weld amount of the inner weld W is larger.

  4 and 5 show a segment of the composite structure for tunnel lining according to the second embodiment of the present invention. FIG. 4 is a partially cutaway perspective view of the segment 1, and FIG. 4 is a longitudinal front view of a segment 1 shown in FIG. In the first and second embodiments, the skin plate 3 (4) is provided on one of the natural ground side and the inner sky side in the tunnel radial direction. However, in this embodiment, the skin plates 3 and 4 are provided on both sides. The point which is a form which has is different.

In the form shown in FIGS. 4 to 5, in addition to the skin plate 3 on the tunnel ground side, the skin plate 4 on the inner space side is disposed on the flange member 8 on the inner space side and is welded continuously in the circumferential direction of the tunnel. It is fixed by. In the case of this form, the width dimension of the joint plate 9 in the tunnel radial direction is set to the same dimension as the width dimension of the web member 7 or a slightly smaller dimension.
Other configurations are the same as those of the above embodiment.

FIG. 6 is a longitudinal front view showing the segment 1 of the composite structure for tunnel lining according to the third embodiment of the present invention.
This form is a representative form showing that the cross-sectional form of the main beam 2 may be an L-shaped cross section. And in this form, the flange member 8 is formed in the tunnel radial direction from the end surface of the web member 7 on the inner surface of the ground side (or the inner air side) of the web member 7 in the tunnel radial direction. It is arranged so as to protrude in the tunnel radial direction.
In this embodiment, the segment height H in the radial direction of the tunnel is such that the flange member on the ground mountain side or the inner air side disposed on one end side of the web member 7 in the tunnel radial direction and on the other end side of the web member 7 in the tunnel radial direction. 8 is determined by the position of the outer surface (or outer surface on the inner sky side) in the tunnel radial direction and the position of the outer surface (or outer surface on the inner sky side) of the skin plate 4 in the tunnel radial direction. . Also in this case, the segment height H can be set by adjusting the position of the flange member 8 with respect to the web member 7 in the tunnel radial direction, as in the above embodiment.
Also in this case, since the flange member 8 or the skin plate 3 is not arranged so as to overlap the width dimension V of the web member 7 in the tunnel radial direction, the tolerance V1 of the width dimension V of the web member 7 and the plate of the flange member 8 It is not necessary to consider all of the tolerance F1 with the thickness dimension F, the plate thickness dimension S of the skin plate 3 (4) and the tolerance S1, and the segment height H is set by adjusting the position of the flange member 8. Therefore, it becomes easier in terms of dimension management and production.
In this embodiment, the width dimension of the joint plate in the tunnel radial direction is set to the same dimension as the width dimension of the web member 7 or a slightly smaller dimension (the same applies to the following embodiments).

7 and 8 show a segment of the composite structure for tunnel lining according to the fourth embodiment of the present invention. FIG. 7 is a partially cutaway perspective view of the segment, and FIG. It is a vertical front view of the segment shown in FIG.
This form is a representative form indicating that the flange member 8 may be provided with the displacement stopper 14. The flange member 8 disposed so as to be opposed in parallel with a gap in the tunnel axis direction is provided with a stopper 14, and the stopper 14 is disposed between the main girders 2 and fixed by welding. The form formed by installing the rod-shaped member 14a, such as an installed deformed steel bar or flat steel, is shown. In the illustrated embodiment, a plurality of detents 14 are provided at intervals in the tunnel circumferential direction.
In this way, when the tunnel lining is constructed by using the composite segment 1 provided with the stopper 14 across the main girders 2, the soil water pressure acts from the ground and the positive bending moment acts. In such a case, it is possible to reliably prevent the filling concrete 5 from shifting to the inner side in the radial direction of the tunnel or in the circumferential direction of the tunnel, and to make the synthetic segment 1 in which the steel segment 1 and the filling concrete 5 are reliably integrated. be able to.

FIG. 9 is a cross-sectional view showing a segment of a composite structure for tunnel lining according to a fifth embodiment of the present invention.
In this embodiment, a plurality or a large number of detents 14 may be provided on the inner surface of the segment of the web member 7 or the flange member 8 or the skin plate 3 (4) at intervals in the tunnel axial direction and / or the tunnel radial direction. It is a representative form showing that. In this embodiment, the base end of the headed stud is fixed by welding.
In this way, by providing the stopper 14, the intermediate concrete 5 is prevented from slipping in the tunnel circumferential direction or the tunnel radial direction, and the main girder 2 or the steel shell 6 or the steel segment 1 and the intermediate concrete 5 are adhered. Since the integrated structure is enhanced and the stopper 14 is also a rod-shaped member, no gap is formed in the concrete, and the filling property of the concrete is good.

FIG. 10 is a longitudinal front view showing a segment of the composite structure for tunnel lining according to the sixth embodiment of the present invention.
In this embodiment, at the stage where the web member 7 and the flange member 8 are temporarily fixed by welding, the steel is stretched over the front end portions of the opposing flange members 8 that are parallel (or parallel) with an interval on each main girder 2 side. This is a form in which the rod-like interval holding member 15 made of metal is fixed to prevent deformation of the main beam 2 during welding of the web member 7 and the flange member 8 during main welding. As the rod-like interval holding member 15, a steel bar or a narrow steel plate may be installed at an appropriate interval that does not interfere with the main welding. The rod-like interval holding member 15 also has a function as a stopper 14 between the main beam 2 and the filling concrete 5.

FIG. 11 is a longitudinal front view showing a segment of a composite structure for tunnel lining according to a seventh embodiment of the present invention.
In this embodiment, at the stage where the web member 7 and the flange member 8 are temporarily fixed by welding, the steel stiffening member 16 is fixed to the corner portions of the web member 7 and the flange member 8, and the web member 7 and the flange are fixed. In this mode, deformation of the main girder 2 during welding of the member 8 during main welding is prevented. As the stiffening member 16, a narrow steel plate may be installed at an appropriate interval that does not interfere with the main welding. The stiffening member 16 also functions as a stopper 14 between the main beam 2 and the filled concrete 5. The web member 7 and the flange member 8 are stiffened by the stiffening member 16 to form the main girder 2.
In the sixth embodiment or the seventh embodiment of the present invention, when the main girder 2 is formed, the temporary fixing stage of the web member 7 and the flange member 8 is fixed to each other by intermittent welding, and is deformed by the main welding. Hardly occurs. However, when the main welding of the web member 7 and the flange member 8 is performed by continuous welding, the amount of heat input is remarkably large, and welding heat deformation is greatly generated. Therefore, before the main welding is performed, the steel rod-like interval holding member 15 is fixed over the front end portion of the flange member 8, or the steel stiffening member 16 is fixed to the corner portions of the web member 7 and the flange member 8. By adopting the manufacturing method, welding thermal deformation during main welding is suppressed. As a result, post-process heat correction can be remarkably suppressed, and the manufacturing cost and manufacturing period of the segment can be reduced. By using the rod-shaped interval holding member 15 and the stiffening member 16 in combination, it is possible to further suppress welding thermal deformation during main welding.

12 shows a segment of a composite structure for tunnel lining according to an eighth embodiment of the present invention, FIG. 12 is a partially cutaway perspective view of the segment, and FIG. 13 is a longitudinal front view of the segment shown in FIG. FIG.
In this embodiment, a rod-like member 14a as a stopper 14 provided between the main girders 2 is installed on the inner side of the segment so as to place a circumferential reinforcing bar 17 extending in the circumferential direction of the tunnel. Is reinforced by the circumferential reinforcing reinforcing bars 17. Providing such a circumferential reinforcing reinforcing bar 17 provides the effect that the filling concrete 5 is reinforced in a bi-directional plate shape, thereby further enhancing the rigidity and proof stress of the composite structure segment.

FIG. 14 is a longitudinal front view of a segment of a composite structure for tunnel lining according to a ninth embodiment of the present invention.
In this embodiment, the rod-like member 14a as the stopper 14 provided between the main girders 2 is omitted, and the circumferential reinforcing reinforcing bar 17 extending in the circumferential direction of the tunnel is fixed to the internal reinforcing bar or the like inside the segment by welding. This is a form in which the filling concrete 5 is reinforced by the circumferential reinforcing reinforcing bars 17.

FIG. 18 is a sectional view showing a segment of the composite structure for tunnel lining according to the tenth embodiment of the present invention.
In this embodiment, at the stage where the web member 7 and the flange member 8 are temporarily fixed by welding, the web member 7 and the flange member 8 are fixed by the plate-shaped interval holding material 15, and the web member 7 and the flange member 8 are fixed. In the segment having the main girder 2 in which the main girder 2 is prevented from being deformed during welding, the web member 7, the flange member 8, or the skin plate 3 (4) has a tunnel axial direction and / or a tunnel radius on the inner surface of the segment. This is a representative form showing that a plurality or a large number of detents 14 may be provided at intervals in the direction. In this embodiment, the base end of the headed stud is fixed by welding. The plate-like interval holding member 15 also has a function as a stopper 14 between the main beam 2 and the filling concrete 5. The plate-like interval holding member 15 also functions as a stiffening member 16.
In this way, by providing the plate-like interval holding material 15 and the stopper 14, the center-filled concrete 5 is prevented from shifting in the tunnel circumferential direction or the tunnel radial direction, and the main girder 2 or the steel shell 6 or the steel segment 1 It is possible to obtain a composite structure in which the adhesion and integration with the filling concrete 5 is further enhanced.

FIGS. 19A, 19B and 20 are cross-sectional views showing segments of a composite structure for tunnel lining according to an eleventh embodiment of the present invention.
In this embodiment, for example, as described in (1) to (5) below, out-of-plane deformation of the flange member 8 on the inner side of the tunnel in the segment 1 on the inner side of the tunnel toward the inner side of the tunnel is prevented or suppressed. FIG. 2 shows a welded joint form of the flange member 8 and the web member 7 that is suitable for the case of the present invention. Embodiments subsequent to this embodiment or modified welding forms may be applied to the above embodiments.
(1) The case where the flange member 8 and the web member 7 on the inner side of the tunnel as shown in FIG. 11 are integrated and stiffened by the stiffening member 16.
(2) The case where the flange member 8 on the sky side in the tunnel and the flange member 8 on the natural mountain side are integrally connected and stiffened by a stiffening member or a rod-like interval holding member 15 as shown in FIG.
(3) The case where the flange member 8 on the sky side in the tunnel or the flange member 8 on the natural ground side and the skin plate 3 on the natural ground side are integrally connected and stiffened by the stiffening member.
(4) The case where the flange member 8 on the inner side of the tunnel, the flange member 8 on the tunnel ground side, and the web member 7 are integrally connected and stiffened by the stiffening member.
(5) The case where the flange member 8 on the air side inside the tunnel, the web member 7 and the skin plate 3 on the natural ground side are integrally connected by the stiffening member and stiffened.

When the out-of-plane deformation of the flange member 8 on the inner side of the tunnel in the main girder 2 toward the inner side of the tunnel is prevented or suppressed as in the cases (1) to (5), the web The member 7 and the flange member 8 are preferably welded or primarily welded outside the segment in the tunnel radial direction.
That is, when the corner portion (protruding corner portion or inner corner portion thereof) formed by the web member 7 and the flange member 8 is integrated by welding, the end surface in the tunnel radial direction of the web member and the tunnel axis of the flange member The outer end surface of the tunnel is joined by fillet welding on the outer surface of the outer corner of the tunnel radial direction ground part (or part of the inner side of the tunnel radial direction) and the amount of the weld When the welding amount (S) is used, the fillet weld amount (S1) of the inner corner portion (inner corner portion) of the corner portion is zero or 1/2 of the above-mentioned corner fillet weld amount (S). The following is recommended.
FIG. 19A and FIG. 20 show the amount of outer welding S (throat thickness x) in welding (end corner fillet weld W1) of the end surface of the web member 7 in the tunnel radial direction and the end surface of the flange member 8 in the tunnel axial direction. Welding length (W1), the inner welding amount S1 (W) in the inner corner of the inner side of the segment between the inner surface of the segment in the tunnel axis direction of the web member 7 and the inner side of the segment of the flange member 8 in the tunnel radial direction. (Throat thickness × weld length) is a representative form showing a form in which the outer welding amount S is ½ or less, and the deformation of the main girder 2 due to the inner welding amount S1 is ignored, and the outer welding amount S It is only necessary to consider deformation.
When the inner welding amount S1 (throat thickness × welding length) is set to ½ or less of the outer welding amount S, either or both of the throat thickness and the welding length (welding length in the tunnel circumferential direction) are The outer welding amount S can be adjusted by making it smaller than the throat thickness or the welding length, so welding from the outside of the segment is the main, making the welding work easier and producing in a short period of time, making the segment inexpensive Can be produced.
FIG. 19B is a modified form of the eleventh embodiment, which is a representative form in which the welding of the inner corner of the web member 7 and the flange member 8 on the segment inner space side is eliminated. When the strong stiffening member 16 sufficiently prevents or suppresses the out-of-plane deformation of the flange member 8 on the inner side of the tunnel, the flange member 8 on the inner side of the tunnel and / or the flange member 8 on the natural ground side is used. The inner welding amount S1 between the web member 7 and the web member 7 may be eliminated, and the flange member 8 and the web member 7 may be integrated only by the outer welding amount S. In this case, inner welding is further reduced. Therefore, the welding operation is facilitated and the segment can be manufactured at a low cost with a short construction period.

  Next, each main form in which the outer welding amount S is mainly used and the inner welding amount S1 is reduced as described above will be described.

FIG. 21 is a sectional view showing a segment of a composite structure for tunnel lining according to a twelfth embodiment of the present invention.
In this embodiment, at the stage where the web member 7 and the flange member 8 are temporarily fixed by welding, a steel (steel plate) stiffening member 16 over the upper and lower flange members 8 is fixed to the upper and lower flange members 8 by welding. Alternatively, a steel (steel plate) stiffening member 16 extending between the web member 7 and the upper and lower flange members 8 is fixed to the web member 7 and the upper and lower flange members 8 by welding, and the web member 7 and the upper and lower flange members 8 are fixed. The main girder 2 can be prevented from being deformed during the main welding of the member 8, and the displacement due to the abdominal pressure can be suppressed when the tensile axial force T acts in the tunnel circumferential direction as shown in FIG. 32 (a). (The details will be described later).

As the stiffening member 16, a narrow steel plate may be installed at an appropriate interval that does not interfere with the main welding. The stiffening member 16 also functions as a stopper 14 between the main beam 2 and the filled concrete 5. The upper and lower flanges are connected and integrated by the stiffening member 16, and the main girder 2 is connected by stiffening the web member 7 and the flange member 8.
Also in the twelfth embodiment of the present invention, before the main welding of the web member 7 and the flange member 8 is performed, the steel rod-like interval holding member 15 is fixed over the distal end portion of the flange member 8 or the web member 7. By adopting a manufacturing method in which the steel stiffening member 16 is fixed to the upper and lower flange members 8, welding heat deformation during main welding is suppressed. As a result, post-process heat correction can be remarkably suppressed, and the manufacturing cost and manufacturing period of the segment can be reduced.
Further, since the flange member 8 in the segment 1 has an arc shape in the tunnel circumferential direction, when the tensile axial stress T indicated by the arrow in FIG. The apparent abdominal pressure C indicated by the arrow in FIG. 32 (b) acts and the web member 7 resists the abdominal pressure C, but the portion of the flange member 8 on the inner side of the tunnel away from the web member 7 is relatively restrained. The curved plate with no force resists the abdominal pressure C, and as shown by the dotted line in the figure, out-of-plane deformation occurs on the inner side of the tunnel, which may deteriorate the structural performance of the segment.
When such an out-of-plane deformation of the segment member 8 on the inner side of the tunnel occurs, a gap G is generated between the flange member 8 and the filled concrete 5 that cannot follow the deformation, or the concrete is cracked or damaged. Therefore, an external load such as earth pressure and groundwater pressure is transmitted to the main beam 2 such as the flange member 8 or the web member 7 through the skin plate 3 and the filling concrete 5 on the natural ground side. Performance decreases. Further, the invasion of water into the gap G portion causes corrosion of the steel material constituting the segment including the flange member 8, causing a reduction in the anticorrosion performance of the steel material constituting the segment, and the durability performance of the segment Will drop.
On the other hand, in the form in which the flange member 8 on the inner side of the tunnel is stiffened by being connected by the stiffening member 16 so as to be integrally connected to the other part of the segment 1, Since the out-of-plane deformation of the segment member 8 on the inner side of the tunnel toward the inner side of the tunnel can be prevented or at least suppressed, it is possible to prevent or suppress the decrease in load transmission performance as described above. Corrosion of the constituting steel material can be prevented or suppressed, and the structural performance and durability performance of the segment are improved.
Further, the upper and lower flange members 8 are connected and integrated by the stiffening member 16 (the stiffening member 16 integrally connected to the inner space side flange member 8 is provided), so that the inner space side flange member is provided. Even if an abdominal pressure C due to the tensile axial force T in the circumferential direction of the tunnel acts on the inner surface 8, the stiffening member 16 is resisted by the lifting force D indicated by an arrow in FIG. It is possible to prevent 8 from being deformed out of the plane toward the inner side in the tunnel radial direction.

22 and 23 are cross-sectional views showing segments of the composite structure for tunnel lining according to the thirteenth and fourteenth embodiments of the present invention. In the form shown in FIG. 22, the stiffening member 16 made of steel plate is arranged at intervals in the circumferential direction of the tunnel across the flange member 8 on the air side in the tunnel, the skin plate 3 on the natural ground side, and the web member 7. It is a form in which the stiffening member 16 is fixed by welding and connected and integrated by the stiffening member 16, and in FIG. 23, over the flange member 8 on the inner side of the tunnel and the skin plate 3 on the natural ground side, A configuration in which the stiffening members 16 are arranged at intervals in the circumferential direction of the tunnel and fixed together by welding, and the flange member 8 and the skin plate 3 on the natural ground side are connected and integrated by the stiffening members 16. It is.
The form shown in FIG.22 and FIG.23 is a case where the cross section of the main girder 2 is a substantially cross-sectional L-shaped form mainly consisting of the flange member 8 and the web member 7. In the case of this embodiment, part or all of the skin plate 3 may be expected as part of the main beam. In particular, by providing a displacement stopper 14 as shown in FIG. 8 on the inner side surface of the segment of the skin plate, the skin plate 3 can exhibit the same structural performance as the flange member 8.
In addition, the corner part of the stiffening member 16 may be appropriately provided with a scallop (notch) at the corner so that the welding of the inner corner continues.

24 to 31, the main girders 2 adjacent to each other so as to face each other at an interval are connected and integrated by a stiffening member 16 arranged at an interval in the circumferential direction of the tunnel using a steel plate having bending rigidity. The fifteenth embodiment to the twenty-first embodiment showing that the main girder 2 is integrally formed as a single piece of the stiffening member 16 or a plurality of steel materials. By being connected and integrated by the stiffening body 16b made of an assembly, the bending rigidity of the entire structure composed of the stiffening member 16 or the stiffening body 16b and the main girder can be increased, and the inner flange on the inner side due to the abdominal pressure described above The effect of suppressing deformation of the member 8 can be improved.
As shown in FIG. 33 (a), when the inner space side flange member 8 and the natural ground side flange member 8 (or the natural ground side skin plate 3 or the web member 7) are connected and integrated by the stiffening member 16, It is possible to resist the vertical displacement of the flange member 8 on the air side inside the tunnel shown by the arrow by the lifting force D shown by the arrow, but when the main girders 2 are connected to each other by the stiffening member 16, FIG. The resistance bending moment E indicated by the arrow is desirable because the structure can resist the rotational displacement of the main girder 2 including the flange member 8 on the inner side of the tunnel toward the inner side of the tunnel. Hereinafter, the embodiments shown in FIGS. 24 to 31 will be briefly described.

  In the fifteenth embodiment shown in FIG. 24, the stiffening member 16 made of a narrow steel plate is brought close to the flange member 8 on the inner space side, over the web member 7 and the flange member 8 on the inner space side of the tunnel. The main girder 2 is connected and integrated by welding and welding. In addition, in the form in which the stiffening member 16 is provided with the filling concrete 5, the stiffening member 16 is designed to be rust-proof if the required concrete covering as the anticorrosion performance cannot be secured as a form to be embedded in the concrete. When a steel member such as a steel plate is used as the stiffening member 16, it can be stiffened using an inexpensive member. The stiffening member 16 and the steel reinforcing rib 11 have a form in which the positions are shifted in the circumferential direction of the tunnel. In the embodiment in which the filling concrete 5 is provided, the main beams 2 may be connected and integrated by the stiffening member 16 by using the stiffening member 16 instead of the steel reinforcing rib.

  In the sixteenth embodiment shown in FIG. 25, a stiffening member 16 made of a steel plate having a width dimension between the flange member 8 on the sky side in the tunnel and the flange member 8 on the natural ground side is arranged across the main beam 2, This is a form in which the main girder 2 is connected and integrated by a stiffening member 16 by being fixed to the flange member 8 on the sky side in the tunnel, the flange member 8 on the natural ground side, and the web member 7 by welding. In this embodiment, the rigidity of the stiffening member 16 is markedly greater than that of the above embodiment, so that out-of-plane deformation and rotational deformation of the flange member 8 and the like can be significantly prevented. In this embodiment, since the stiffening member 16 also functions as the steel reinforcing rib 11 having the above-described form, all the steel reinforcing ribs 11 can be replaced with the stiffening member 16.

  In the seventeenth embodiment shown in FIG. 26, a stiffening member 16 made of steel plate having a width dimension between the flange member 8 on the sky side in the tunnel and the flange member 8 on the natural ground side is used as a supplement having a shorter length than between the web members 7. The rigid member 16 is arranged between the main girders 2 and fixed to the flange member 8 on the inner side of the tunnel and the flange member 8 on the natural ground by welding, and the main girders 2 are connected and integrated by the stiffening member 16. It is a morphed form. In this embodiment, the stiffening member 16 is shorter and cheaper and the inner corners are easily welded. The filling concrete 5 is connected in the circumferential direction of the tunnel in the main girder 2 at both longitudinal ends of the stiffening member 16. It is a form that can be integrated and the concrete filling workability is improved.

  In the eighteenth embodiment shown in FIG. 27, the width dimension of both ends of the stiffening member 16 in the tunnel axial direction (direction between main girders) is the width between the flange member 8 on the inner side of the tunnel and the flange member 8 on the natural ground side. A steel plate stiffening member 16 whose width is welded to the skin plate 3 in the middle portion is arranged across the main girder 2, and the flange member 8 on the air side in the tunnel and the flange on the natural mountain side In this configuration, the member 8, the web member 7 and the skin plate 3 are fixed to each other by fillet welding, and the main girders 2 are connected and integrated by a stiffening member 16. In this embodiment, since the rigidity of the stiffening member 16 is further increased as compared with the sixteenth and seventeenth embodiments, it is possible to further prevent out-of-plane deformation and rotational deformation of the flange member 8 and the like. Further, the stiffening member 16 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 composite structure segment is improved. Stiffness and yield strength can be further increased.

  In the nineteenth embodiment shown in FIG. 28, the width dimension of both ends of the stiffening member 16 in the tunnel axial direction (the direction between the main beams) is the width between the flange member 8 on the tunnel inner side and the flange member 8 on the natural ground side. Made of a steel plate that is narrower than the dimensions and has a width that is shorter than the width between the web members 7 in the main girder 2 that is opposite and narrower than that between the flange members, and whose intermediate portion can be welded to the skin plate 3. The stiffening member 16 is arranged between the main girders 2 and fixed to the flange member 8 and the skin plate 3 on the inner side of the tunnel by welding, and the main girders 2 are connected and integrated by the stiffening member 16. It is a morphed form. 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.

In the twentieth embodiment shown in FIG. 29, a connecting member 16a made of a steel plate or the like is disposed across the stiffening members 16 for stiffening the flange members 8 on the inner side of the tunnel in the main girders 2, and welding ( Or a bolt / nut) or the like to form a stiffening body 16b in which the stiffening members 16 are connected and integrated, thereby indicating that the main girders 2 may be connected to each other. As the fixing form of the stiffening member 16 and the connecting member 16a, it is easier to manufacture at the factory if they are integrated by welding as shown in the figure. In the case of using a nut, a bolt insertion hole is appropriately provided in each of the stiffening member 16 and the connecting member 16a, a bolt shaft portion is inserted through them, and the nut is screwed into the bolt to fix the stiffening member 16 and the connecting member 16a. Then, the main girders 2 are connected and integrated.
In addition, the form which stiffens the flange member 8 in each tunnel inner side is the form which connects the stiffening members 16 of the said embodiment (for example, form shown in FIGS. 21-23) mutually by the said connection member 16a. But you can. Further, the four stiffening members 16 of the two stiffening members 16 of each main girder 2 shown in FIG. 18 are connected by one connecting member so that the main girders 2 are connected and integrated. It may be.

In the twenty-first embodiment shown in FIG. 30 and FIG. 31, when the circumferential reinforcing reinforcing bar 17 is embedded in the inside-filled concrete 5 so as to extend in the circumferential direction of the tunnel in the segment 1, the deformation due to the abdominal pressure is In order to prevent the deformation of the inner circumferential side reinforcing member 17 as described above, the circumferential reinforcing bar 17 on the inner side is also deformed in the same manner as well as the deformation of the inner side flange member 8. The through holes having the center axis in the circumferential direction of the tunnel are spaced in the tunnel axial direction and / or the tunnel radial direction in the stiffening member 16 that connects the main beams 2 (or the connecting member 16a that connects the stiffening members 16 to each other). The circumferential reinforcing reinforcing bars 17 are inserted through the stiffening members 16 to prevent or suppress deformation of the flange member 8 on the inner side of the tunnel due to abdominal pressure, and at the same time on the inner side. Circumferential direction The deformation in the tunnel air side of the reinforcing bar 17, by using a stiffening member 16, can be prevented or suppressed. Further, since the stiffening member 16 has the function of a shear reinforcing steel plate and a function of a reinforcing bar of a composite structure (synthetic structure segment) having a circumferential reinforcing bar, the circumferential reinforcing bar is coupled with a deformation preventing effect due to abdominal pressure. Can be arranged in a large amount, and the yield strength of the composite structure segment can be significantly increased.
The circumferential reinforcing bar 17 may be inserted into the stiffening member 16 and fixed to the stiffening member 16 by welding or the like.
As described above, the stiffening member 16 that connects the main girders 2 also has a compressive force due to a jack thrust in the tunnel axis direction and a tunnel axial direction tensile force that acts in the event of an earthquake, in the same manner as the function of the steel reinforcing rib 11. It is a member that can be transmitted.

  As described above, the stiffening member 16 arranged so as to connect and integrate the main girders 2 in the fifteenth to twenty-first embodiments shown in FIGS. In addition to the function of suppressing welding deformation of the main girder 2, (2) the function of suppressing deformation of the flange member 8 in the tunnel due to abdominal pressure, and (3) the function of integrating the steel shell and concrete when the concrete is packed inside (4) The steel reinforcing rib 11 has a tunnel axial compression force and a transmission function of tensile force. Therefore, even if all the steel reinforcing ribs 11 are replaced with the stiffening member 16, and the stiffening member 16 is added so that the performances of (1), (2), and (3) are sufficiently exhibited. good. However, since the stiffening member 16 uses a large amount of material and is expensive to manufacture, the stiffening member that does not require the function (4) is the rod-shaped spacing member 15 of FIG. 13 or the stiffening member of FIG. 16 or any of the forms of the stiffening member 16 shown in FIGS. 28 to 30 is preferably selected and used in combination with an appropriate material at an appropriate position, so that necessary performance is preferably realized at a low manufacturing cost.

In the illustrated embodiment, the form of the segment of the composite structure in which the filling concrete 5 is filled is shown. However, when the present invention is carried out, the present invention is applied to a steel segment or a steel shell not filled with the filling concrete 5. You may do it.
Moreover, when implementing this invention, you may make it apply also to the structure for forming an underground structure or underground space.

  Although the flat steel reinforcing rib 11 is shown in the illustrated form, the cross-sectional form of the steel reinforcing rib 11 is substantially L-shaped or A steel reinforcing rib 11 having a cross-sectional groove shape, a cross-sectional shape J, or a cross-sectional shape may be used.

  The segment 1 preferably has at least one pair of main girders 2 located at both ends in the tunnel axis direction (when a middle main girder is disposed between the main girders 2) and joint plates 9 at both ends in the tunnel circumferential direction. Is fixed by welding, the peripheral edge of the skin plate 3 on the natural ground side is fixed to the flange member 8 and / or the web member 7 and the joint plate 9 by welding, and the steel reinforcing ribs 11 are fixed to the main girder 2 and the natural skin side skin plate. 3 is fixed by fillet welding to form a steel segment of a five-sided steel shell, and after the necessary displacement prevention or bar arrangement, etc., the concrete is filled to form the filled concrete 5 When the composite segment of the five-sided steel shell is used, the peripheral portion of the inner skin plate 4 is fixed to the flange member 8 and / or the web member 7 and the joint plate 9 by welding. The case of the manufacturing segment, there is a case where the synthetic segment of the middle filling concrete 5 formed by six sides steel shell further filled with concrete.

DESCRIPTION OF SYMBOLS 1 Segment 2 Main girder 3 Ground plate side skin plate 4 Inner space side skin plate 5 Filled concrete 6 Steel shell 7 Web member 8 Flange member 9 Joint plate 10 Press engagement member 11 Steel reinforcement rib 12 Male joint 13 Female joint 14 Stopper 14a Bar-shaped member 15 Bar-shaped interval holding member (or plate-like interval holding member)
16 Stiffening member 16a Connecting member 16b Stiffening member 17 Circumferential reinforcing bar 20 Main girder F1 Jack thrust H Tunnel radial segment height V Web member tunnel radial direction width F Flange member tunnel radial direction plate thickness S Thickness dimension of the skin plate in the radial direction of the tunnel T Tension of the flange member in the radial direction of the tunnel from the web member W Welding W1 Welding outside the segment between the flange and the web

Claims (14)

  A segment having at least one 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 air side, the segment in the web member The flange member is arranged so that one end side in the plate thickness direction of one side end face of at least one of the flange members is in contact with the inner side surface and the other end side protrudes in the tunnel radial direction from the web member and is fixed to each other. The main girder is formed in a main girder cross section having a substantially U-shaped section or a substantially L-shaped cross section.   The segment according to claim 1, wherein the skin plate is fixed to the flange member.   The outer surface in the tunnel radial direction of the skin plate is disposed outside the outer end surface in the tunnel radial direction of the web member, or the inner surface in the tunnel radial direction of the skin plate is in the tunnel radial direction of the web member. The segment according to claim 1, wherein the segments are arranged so as to be inside the inner end face and are fixed to each other.   The flange member and the web member constituting the main girder, or between the flange members, or between the inner flange member and the skin plate are connected by a stiffener. The segment of any one of 1-3.   The welding of the web member and the flange member is performed by fillet welding at the corner of the corner formed by the web member and the flange member, and the welding amount is determined by the corner of the corner. In the case of the thickness welding amount (S1), the fillet welding amount (S) of the inner corner portion of the corner portion is set to zero or 1/2 or less of the protruding corner fillet welding amount (S1). The segment according to claim 4.   The segment according to claim 4 or 5, wherein the stiffener is connected by a connecting member between opposing main beams.   The segment according to claim 4 or 5, wherein the opposing main girders are connected by a stiffener. The segment according to any one of claims 4 to 7, wherein filling concrete is filled and hardened inside a steel shell provided with the main girder, joint plate and skin plate.   The segment according to claim 8, wherein a slip stopper is provided on an inner surface of the steel shell.   The segment according to claim 9, wherein the shift stopper provided on the flange member is a rod-like member installed across the main girders.   The segment according to any one of claims 8 to 10, wherein reinforcing reinforcing bars are embedded and arranged in the inside concrete in the circumferential direction of the tunnel.   A main girder in which the stiffener is opposed between the flange member and the web member constituting the main girder, between the flange members, or between the inner flange member and the skin plate with a stiffener. It connects with a connection member between them, The circumferential direction reinforcement bar is penetrated over the connection member which adjoins at intervals in the tunnel circumferential direction, The any one of Claims 8-11 characterized by the above-mentioned. The stated segment.   Between the flange member and the web member constituting the main girder, between the flange members, or between the inner-side flange member and the skin plate with a stiffener, the opposing main girder is the stiffener. 12. The segment according to claim 8, wherein circumferential reinforcing reinforcing bars are inserted over adjacent stiffeners spaced apart in the circumferential direction of the tunnel. .   In manufacturing the segment of any one of Claims 4-13, the said flange member and the said web member which comprise the said main girder are temporarily welded, Between the said flange member and the said web member, or between flange members A method of manufacturing a segment, wherein the flange member and the web member constituting the main girder are continuously and continuously welded after connecting each other with the stiffener.

Images