JP2011047265A - Segment and method for manufacturing the same - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide an inexpensive segment for tunnel lining, which facilitates dimensional management and which has stable performance. <P>SOLUTION: This segment includes at least one pair of main girders 2 which have one web member 7 and at least one flange member 8, and skin plates 3 and 4 which are provided on either or both of a natural ground side or an inner space side. The flange member 8 is arranged on the segment inside surface of the of the web member 7 in such a manner that the whole of the plate-thickness portion of the one-side end surface of the flange member 8 abuts thereon; they are fixed to each other; and the main girder is formed in an approximately U-shaped or L-shaped main-girder cross section. <P>COPYRIGHT: (C)2011,JPO&INPIT

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. 21, a main girder 20 including 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 (for example, see 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 axis direction, as shown in FIG. 19B, (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.
Furthermore, since the web member 7 is sandwiched between the flange members 8, as shown in FIG. 21, when managing the segment member height dimension H in the tunnel radial direction, the skin plate 3 (4) at the time of segment production 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 a structure in which the flange is fixed to the side surface of the web in the segment, and more specifically, a structure in which the flange member is fixed to the side surface in the tunnel radial direction of the web member. Thus, the present inventor has found that the above-described problem can be advantageously solved, and has completed the present invention.
An object of the present invention is to advantageously solve the above-mentioned problems and provide a segment for tunnel lining and the like and a manufacturing method thereof having stable performance that is easier to control the dimensions and cheaper than the conventional case. To do.

In order to advantageously solve the above-described problem, 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 a segment having skin plates on both sides, wherein the flange member is arranged so that the entire plate thickness at one end surface of the flange member abuts on the inner side surface of the segment of the web member, The main girder is formed in a main girder cross section having a substantially U-shaped section or a substantially L-shaped section.
In the second invention, the skin plate is fixed to the flange member in the segment of the first invention.
In the third invention, in the segment of the second invention, the outer surface in the tunnel radial direction of the skin plate is arranged outside the outer end surface in the tunnel radial direction of the web member, or the inner surface of the skin plate in the tunnel radial direction Are arranged so as to be inside the inner end face in the tunnel radial direction of the web member, and are mutually fixed.
According to a fourth aspect, in the segment of the first aspect, the skin plate is disposed on an outer end surface or an inner end surface in the tunnel radial direction of the web member, and is fixed to each other.
According to a fifth invention, in the segment according to any one of the first to fourth inventions, the outer surface in the tunnel radial direction of the flange member is disposed inside the outer end surface in the tunnel radial direction of the web member. The flange member and the web member are joined by fillet welding, and the tunnel radial direction leg length of the fillet weld between the flange member and the outer side surface of the flange member in the tunnel radial direction is the flange. The length of the web member protruding from the outer surface of the member in the tunnel radial direction is substantially the same.
In a sixth invention, in the segments of the first to fifth inventions, 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.
In the seventh invention, in the segment of the sixth invention, when the segment outer surface of the flange member in the main girder and the web member are welded and the welding amount is the outer welding amount (S1), The inner welding amount (S2) between the segment inner surface of the flange member in the main girder and the web member is zero or less than or equal to ½ of the outer welding amount (S1).
According to an eighth invention, in the segment of the sixth invention or the seventh invention, the stiffener is connected by a connecting member between opposing main beams.
According to a ninth invention, in the segment of the sixth invention or the seventh invention, the opposing main girders are connected by a stiffener.
According to a tenth aspect, in the segment according to any one of the first to ninth aspects, filled concrete is filled and hardened inside a steel shell provided with the main girder, the joint plate, and the skin plate. And
The eleventh invention is characterized in that, in the segment of the tenth invention, a stopper is provided on the inner surface of the steel shell.
The twelfth invention is characterized in that, in the segment of the eleventh invention, the displacement stopper provided on the flange member is a bar-like member installed across the main girders.
In a thirteenth aspect, in any of the segments according to the tenth to twelfth aspects, reinforcing reinforcing bars are embedded and arranged in the circumferential direction of the tunnel in the filling concrete. In the fourteenth invention, in any of the segments of the tenth to thirteenth 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 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 fifteenth aspect of the invention, in any one of the tenth to thirteenth aspects of the invention, the flange member and the web member constituting the main beam, the flange members, or 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 sixteenth invention, in manufacturing the segment of any of the sixth to fifteenth inventions, the flange member and the web member constituting the main girder 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 a first aspect of the present invention, there is provided a segment having a main girder having a web member and a flange member, wherein the flange has an entire inner surface of the flange member in contact with an inner surface of the segment of the web member. Since the members are arranged and the main girder is formed in a main girder section having a substantially U-shaped section or a substantially L-shaped section, 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, the concrete strength can be lowered, and therefore the segment manufacturing cost can be reduced.
(2) The main girder of the present invention has a structure in which the flange member is fixed to the side surface of the web member, and is not a structural cross section in which the web member is sandwiched between the flange members as in the prior art. Since the influence of the dimensional tolerance is avoided at least in the flange member, the dimensional control becomes easy, the variation in the height of the segment member is reduced, and the cross-sectional performance of the segment is stabilized. (3) As a result, the manufacturing management of the segment can be eased, so that the manufacturing cost of the segment can be reduced.
(4) Furthermore, since the weld line between the web member and the flange member is only on one side of the web member, it is not necessary to weld the main girder member while reversing the member, particularly when manufacturing the main girder member. This has the effect of reducing the manufacturing period. 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, the cross section performance of the main girder section is high, and the main girder having a simple cross-sectional form is used. It is possible to obtain an effect such as a rational main girder.
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 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. Since it arrange | positions so that it may become an inner side rather than an end surface, it can fix to the outer side of the flange member adjusted in position, and can improve the rigidity of a steel shell. 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, since the skin plate is fixed to the outer end surface of the web member in the tunnel radial direction or the inner end surface of the web member in the tunnel radial direction, the width dimension of the web member in the tunnel radial direction and the plate of the skin plate Since the thickness may be managed, effects such as easy dimension management can be obtained as compared with the conventional case.
According to the fifth invention, the outer surface of the flange member in the tunnel radial direction is a segment disposed inside the outer end surface of the web member in the tunnel radial direction, and the flange member and the web member are joined by fillet welding. In addition, the leg length in the tunnel radial direction of the fillet weld between the tunnel radial outer surface of the flange member and the web member is approximately the same as the protrusion length of the web member in the tunnel radial direction from the outer surface of the flange member. Therefore, the tail brush for water stop and the segment of the shield machine at the time of tunnel construction can contact smoothly and continuously in the tunnel axial direction, and as a result, the water stoppage at the time of tunnel construction can be increased.
According to the sixth invention, since the flange member and the web member constituting the main girder, the flange member each other, or the inner side flange member and the skin plate are connected by the stiffener, the flange member, the web member, and the flange member are mutually connected. Alternatively, the inner flange member and the skin plate can be connected while being reinforced with a stiffening member, and when the concrete is filled in, the stiffening member can function as a detent, It is possible to prevent the concrete from shifting in the circumferential direction of the tunnel, and to obtain an effect of enhancing the integration between the steel shell and the filled concrete. 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 seventh invention, when the segment outer surface of the flange member in the main girder and the web member are welded and the welding amount is the outer welding amount (S1), the flange member in the main girder The inner welding amount (S2) between the segment inner side surface and the web member is set to zero or is equal to or less than ½ of the outer welding amount (S1). Since the flange member is stiffened and the deformation of the flange member is suppressed, welding of the flange member and web member in the main girder of the segment can be specialized to the outside of the segment (one side). The welding workability in the case of manufacturing improves, and the effect that the manufacturing cost of a segment can be reduced is acquired.
According to the eighth invention, since the stiffener is connected by the connecting member between the opposing main girders, even when the abdominal pressure acts when the tensile axial 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 ninth invention, since the opposing main girders are connected by the stiffener, the same effect as in the eighth invention can be realized with a small number of members, so that the manufacturing cost can be reduced.
According to the tenth aspect of the present invention, when the filling concrete is filled and hardened inside the steel shell provided with 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 eleventh 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 twelfth 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 thirteenth invention, the reinforcing reinforcing bars are embedded and arranged in the circumferential direction of the tunnel in the filling concrete, so that a reinforced concrete structure can be formed by the filling concrete and the circumferential reinforcing reinforcement. 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 the fourteenth 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 fifteenth 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 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 sixteenth aspect of the 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. It is a vertical front view of the segment shown in 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 longitudinal front view which expands and shows the main girder of 3rd Embodiment shown in FIG. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 4th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 5th Embodiment of this invention. It is a partially notched perspective view which shows the segment of the composite structure for tunnel lining of 6th 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 7th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 8th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 9th Embodiment of this invention. FIG. 10 is a longitudinal front view showing a modification of the fifth embodiment of the present invention shown in FIG. 9 and enlarging the vicinity of a main girder and a natural skin side skin plate or an inner skin side skin plate. It is a partially notched perspective view which shows the segment of the composite structure for tunnel lining of 10th 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 11th 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. The length of the main beam end of the main girder is such that the length of the tunnel radial leg of the fillet weld between the outer radial surface of the flange member and the web member is approximately the same as the protruding length of the web member from the outer surface of the flange member. It is a vertical front view. It is explanatory drawing which shows the effect | action of the fillet welding of a web member and a flange member, and a water-stop tail brush when a shield machine pushes using the assembled segment as a reaction force body. 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. (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 14th 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 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 front 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 22nd Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 23rd Embodiment of this invention. It is a vertical side view which shows the segment of the composite structure for tunnel lining of 24th Embodiment of this invention. It is a vertical front view which shows the segment of the composite structure for tunnel lining of 24th 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. FIG. 1 is a partially cutaway perspective view of the segment 1, and FIG. 1 is a longitudinal front view of the segment 1 shown in FIG. 1, and FIG. 3 is a longitudinal front view showing the main girder 2 and the ground plate side skin plate 3 or the inner skin side skin plate 4 in the first embodiment shown in FIG. It is.

  The illustrated form shows the composite segment 1 in which the filling concrete 5 is filled and hardened in the segment, and the steel shell 6 and the filling concrete 5 are combined and integrated. The segment 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 tunnel circumferential direction in the segment 1 has a U-shaped cross section (or a groove-shaped cross section) 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.
And in embodiment of this invention, it is segment inner surfaces, such as segment steel shell 6 inner surface, Comprising: The whole plate | board thickness of the one side end surface of the said flange member 8 contact | abuts to the segment inner surface in the said web member 7 The flange member 8 is arranged on the web member 7 and is fixed to the web member 7 by a fillet weld W continuous in the tunnel circumferential direction.
Thus, by arranging and fixing the flange member 8 on the inner surface of the web member 7, as shown in FIG. 19A, a shield engraving machine ( Since the surface of the pressing engagement member 10 connected to the excavating jack (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 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 skin plate 3 on the natural ground side or the skin plate 4 on the inner space side, 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 other hand, as shown in FIG. 19B, 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 entire thickness of the flange member 8 is attached to the inner surface of the segment of the web member 7, for example, in the form shown in FIGS. When the width of the web member 7 is accommodated within the height dimension H in the tunnel radial direction, the width dimension in the tunnel radial direction of the web member 7 is smaller than the dimension H by about the skin plate 3 on the ground mountain side (or the skin plate 4 on the inner air side). In the case where the flange member 8 or the natural skin side skin plate 3 (or the inner air side skin plate 4) is not superposed on the width dimension V of the web member 7 in the tunnel radial direction, the web member 7 is used. Without considering the tolerances of the width dimension V, the thickness F of the flange member 8, and the thickness S of the skin plate 3 on the natural ground side (or the skin plate 4 on the inner air side), Since the segment 1 of a tunnel radial segment height H is determined, without considering the dimensional tolerances of these members can be produced segments. Therefore, dimensional management is easy and manufacture becomes easy, and the inexpensive segment 1 can be manufactured accordingly. 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.
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 inner-skinned skin plate 4), which is disposed at both ends in the tunnel axial direction, and is integrated by continuous welding with the main girder 2 and the natural-skinned skin plate 3 (or inner-skinned skin plate 4). A five-surface steel shell is constituted by the two joint plates 9 fixed to each other. Further, a steel reinforcing rib 11 is provided between the main girders 2 on the inner side, and a male joint 12 or a female joint 13 is suitably provided on the joint plate 9 and the main girders 2 to constitute the steel segment 1. In such a steel segment 1, the filling concrete 5 is filled and hardened, and the segment 1 having a composite structure in which the steel segment 1 and the filling concrete 5 are integrated.
In the segment 1 of the present invention, at least one pair of main girders 2 (two main girders 2) having one web member 7 and at least one flange member 8 and either the ground side or the inner sky side. Or it is a segment provided with the skin plate 3 in both, Comprising: The said flange member 8 is arrange | positioned so that the whole plate | board thickness in the one side end surface of the said flange member 8 may contact | abut to the segment inner surface in the said web member 8, and mutual The main girder 2 is a segment formed in a main girder cross section having a substantially U-shaped section or a substantially L-shaped cross section.

When welding the web member 7 and the flange member 8, as shown in FIG. 20 (a), the welding W2 inside the segment when the flange member 8 in the tunnel radial direction is fixed to the web member 7 by welding. When the welding amount (weld length, throat thickness dimension) and the welding amount of the weld W1 outside the segment are set to the same welding amount as much as possible, a difference in compressive force due to thermal contraction of the welded portion as indicated by arrows X and X1 occurs. Therefore, the flange member 8 is preferable because the deformation at the time of manufacture as indicated by the two-dot chain line A can be reduced.
When the welding amount of the weld W2 inside the segment is larger than the welding amount of the weld W1 outside the segment, the flow of stress transmission between the flange member 8 and the web member 7 is indicated by an arrow in FIG. As indicated by B 1 and B 2, the amount of welding of the outer weld W 1 is smaller, and therefore the stress tends to be transmitted from the weld W 2 on the inner side of the segment having a larger amount of welding.
Further, as shown in FIG. 22, the outer side surface of the flange member 8 in the tunnel radial direction is a segment disposed inside the outer end surface of the web member 7 in the tunnel radial direction, and the flange member 8, the web member 7, Are joined by fillet welding, the fillet weld W between the outer surface of the flange member 8 in the tunnel radial direction and the web member 7 on the ground mountain side in the tunnel radial direction.
It is desirable that the leg length Wh in the tunnel radial direction 1 is substantially the same as the protrusion length L of the web member 7 in the tunnel radial direction from the outer surface of the flange member 8 in the tunnel radial direction.
Thus, when the leg length Wh and the protrusion length L are substantially the same size, as shown in FIG. 23, the shield machine 21 is mounted on the tunnel lining body formed by the segment 1 as a reaction body. When the jack is extended and propelled, the tunnel radial direction outer side surface (hereinafter referred to as a natural ground side outer surface) of the flange member 8 in one segment 1 and the natural ground side outer surface of the fillet weld W1 connected thereto are both adjacent to each other. The outer end surface in the tunnel radial direction of each web member 7 in the segment 1, the outer surface of the fillet weld W1 in the other segment 1, and the outer surface of the flange member 8 in the other segment 1 are larger in each fillet weld W1. Since the ground side surface is formed almost smoothly without forming a portion, the water stop tail brush 22 in the shield machine 21 is Natural ground side (i.e., the segment locations mountain shape) because it can smoothly follow while reliably adhered to, it is possible to enhance the water stopping performance.

  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 this embodiment, the height dimension H of the segment in the tunnel radial direction is provided with the ground-side flange member 8 and the inner-space side flange member 8 so as to overlap the width dimension V of the web member 7 in the tunnel radial direction. Each flange member 8 is arranged on the inner side surface of the segment of the web member 7 so that the plate thickness dimension F of each flange member 8 can be accommodated on the inner side surface of the segment of the web member 7. Since the natural skin side skin plate 3 and the inner air side skin plate 4 are fixed to each other, the width V in the tunnel radial direction of the web member 7 and its tolerance V1, and the plate thickness dimension F of each flange member 8 are set. And the tolerance F1, the thickness S of the skin plate 3 on the natural ground side, the tolerance S1, the thickness S of the skin plate 4 on the inner air side, and the tolerance S1 should not be taken into consideration. , By integrating the respective members by welding, so as to form the main beam 2. 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.

6 and 7 show a segment of the composite structure for tunnel lining according to the third embodiment of the present invention. FIG. 6 is a longitudinal front view of the composite segment 1, and FIG. 7 is shown in FIG. It is the longitudinal front view which expands and shows the main girder 2 of 3rd Embodiment, the skin plate 3 of the natural ground side, or the skin plate 4 vicinity of an inner side.
In this embodiment, the height dimension H of the segment in the tunnel radial direction is set by the width dimension V of the web member 7 in the tunnel radial direction. In this embodiment, the plate thickness dimension F of the flange member 8 and the plate thickness dimension S of the skin plate 3 on the natural ground side or the plate thickness dimension S of the skin plate 4 on the inner space side are accommodated. On the inner surface of the segment of the web member 7, the thickness F of each flange member 8 is within the inner surface of the segment of the web member 7. The thickness dimension S (or the plate thickness dimension S of the skin plate 4 on the inner space side) is also arranged so as to be disposed within the width dimension V of the web member 7. Therefore, considering only the tolerance V1 of the width dimension V of the web member 7 in the tunnel radial direction, that is, the tolerance V1 of the width dimension V (web height) of the web member 7 in the tunnel radial direction, the tunnel radial direction of the segment 1 Therefore, the thickness F of the flange member 8 and its tolerance F1, and the thickness S of the skin plate 3 on the natural ground side and / or the skin plate 4 on the inner air side can be set. Compared to the case where the plate thickness dimension S and its tolerance S1 are also dimensionally controlled, the dimension management is easy and the segment can be easily manufactured.

FIG. 8 is a longitudinal front view showing the segment 1 of the composite structure for tunnel lining according to the fourth 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, while the flange member 8 is arrange | positioned on the segment inner surface of the natural ground side (or inner space side) of the tunnel radial direction of the web member 7, the one surface side of the flange member 8 and the end surface of the web member 7 are provided. In the tunnel radial direction, they are coplanar.
In this embodiment, the segment height H in the radial direction of the tunnel is such that the web member 7 has one end side in the tunnel radial direction and the other end side in the tunnel radial direction of the web member 7 on the ground mountain side or the inner air side skin plate. 4 is set by the outer surface (or inner surface on the inner air side) of the natural ground side in the tunnel radial direction, and the flange member 8 or the skin is overlapped with the width dimension V of the web member 7 in the tunnel radial direction. Since the plate 3 is not disposed, the tolerance V1 of the width dimension V of the web member 7, the tolerance F1 of the thickness dimension F of the flange member 8, the thickness dimension S of the skin plate 3 (4) and the tolerance thereof. Since S1 does not have to be taken into consideration, the dimension management and production are facilitated accordingly.
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).

FIG. 9 is a longitudinal front view showing the segment 1 of the composite structure for tunnel lining according to the fifth embodiment of the present invention.
In this embodiment, the main girder 2 has a substantially U-shaped cross-section, and the skin plate 3 on the natural ground side or the skin plate 4 on the inner air side is arranged so as to overlap the end surface of the web member 7 in the tunnel radial direction. The skin plate 4 is fixed to the web member 7 by the fillet weld W continuous in the circumferential direction of the tunnel.
In this embodiment, the width dimension V of the web member 7 in the radial direction of the tunnel and its dimension tolerance V1 are the same as the thickness dimension S of the skin plate 3 on the natural ground side and the dimension tolerance S1 (or / and the skin plate 4 on the inner space side). In consideration of the plate thickness dimension S and its dimensional tolerance S1), the segment height H in the tunnel radial direction is set. That is, since it is not necessary to consider the plate thickness dimension F of the flange member 8 and its dimensional tolerance F1, dimensional management of the segment height dimension H in the tunnel radial direction is facilitated, and manufacture is facilitated.
In such a case, as shown in FIG. 15, the ground-side flange member 8 and the inner-space side flange member 8 are temporarily attached by being arranged at a position slightly away from the end surface of the web member 7 in the tunnel radial direction. Then, the end portions of the natural ground side flange member 8 and the inner space side flange member 8 are fixed to the web member 7 by fillet welding W, and the natural mountain side skin plate 3 and / or the inner space side skin plate are used as the web. You may fix to the end surface of the tunnel radial direction of the member 7 by fillet weld W.

10 and 11 show a segment of the composite structure for tunnel lining according to the sixth embodiment of the present invention. FIG. 10 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 form which shows that the slip stopper 14 may be provided in the flange member 8. FIG. 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. 12 is a longitudinal front view showing a segment of the composite structure for tunnel lining according to the seventh embodiment of the present invention.
In this embodiment, the web member 7 or the flange member 8 or the skin inner surface of the segment of the skin plate 3 (4) may be provided with a plurality or a plurality of detents 14 spaced 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, and the filling property of the concrete is good.

FIG. 13: is a longitudinal front view which shows the segment of the composite structure for tunnel lining of 8th Embodiment of this 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 the side of 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. 14 is a longitudinal front view showing a segment of the composite structure for tunnel lining according to the ninth 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 eighth embodiment or the ninth 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 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.

16 shows a segment of a composite structure for tunnel lining according to a tenth embodiment of the present invention. FIG. 16 is a partially cutaway perspective view of the segment, and FIG. 17 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. 18 is a longitudinal front view of a segment of a composite structure for tunnel lining according to an eleventh 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. 24 is a cross-sectional view showing a segment of a composite structure for tunnel lining according to a twelfth embodiment of the present invention.
In this embodiment, the ground surface of the flange member 8 and the ground surface side end surface of the web member 7 are arranged on the same surface, and both ends of the skin plate 3 in the tunnel axis direction are ground surface side end surfaces of the web member 7. And is fixed by fillet welding.
In this embodiment, the segment height H in the tunnel radial direction of the segment 1 is determined without considering the thickness tolerance of the plate thickness dimension F of the flange member 8, so that the dimension management is easy and the manufacture becomes easy. An inexpensive segment 1 can be manufactured. In addition, since the tunnel ground side can be completely smoothed, the water stop tail brush in the shield machine can follow the ground side (that is, the shape of the segment ground side) without fail, so that it can follow smoothly. Water performance can be increased. Of course, the air side surface in the tunnel may be arranged on the same surface. In that case, it is possible to enhance the beauty in the tunnel.

FIG. 25 is a sectional view showing a segment of a composite structure for tunnel lining according to a thirteenth 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-like 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.

FIG. 26A and FIG. 27 are sectional views showing segments of the composite structure for tunnel lining according to the fourteenth 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. 14 are integrated and stiffened by the stiffening member 16.
(2) A case in which 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.
FIG. 26A and FIG. 27 show the case where the web member 7 and the flange member 8 are integrated by welding, the outer surface of the flange member 8 in the tunnel radial direction, and the inside of the web member 7 in the tunnel axial direction segment. Within the segment between the inner surface of the segment in the tunnel axis direction of the web member 7 and the inner surface of the segment in the tunnel radial direction of the flange member 8 with respect to the outer welding amount S1 (throat thickness × weld length) in the welding (W1) with the side surface This is a representative form showing a form in which the inner welding amount S2 (throat thickness × welding length) in the corner welding (W2) is ½ or less of the outer welding amount S1, and the main girder by the inner welding amount S2 It is only necessary to ignore the deformation of 2 and consider only the deformation due to the outer welding amount S1.
When the inner welding amount S2 (throat thickness × welding length) is set to ½ or less of the outer welding amount S1, any of the inner welding amount S2 throat thickness and the welding length (welding length in the tunnel circumferential direction) Either or both can be adjusted by making the outer welding amount S1 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 construction period. The segment can be manufactured at a low cost.
FIG. 26 (b) is a modified form of the fourteenth embodiment, which is a representative form in which the welding of the inner corners of the segments of the web member 7 and the flange member 8 is eliminated. In the case where the out-of-plane deformation of the flange member 8 on the inner side of the tunnel is sufficiently prevented or suppressed by the stiffer stiffening member 16, the flange member 8 on the inner side of the tunnel and / or the flange member on the natural ground side The inner welding amount S2 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 S1, so that the inner welding is further reduced. As a result, the welding operation is facilitated and can be manufactured in a short construction period, and the segment can be manufactured at a low cost.
When the required outer welding amount S1 is large and the throat thickness is large, and the fillet welding has a large amount of web protrusion in the tunnel radial direction from the flange ground edge or inner space side edge, the flange member The thickness of the segment in the radial direction of the tunnel may be reduced by applying partial penetration welding in which a groove is provided at the end portion to ensure the necessary throat thickness.

  Next, each main form in which the outer welding amount S1 is mainly used and the inner welding amount S2 is reduced as described above will be described.

FIG. 28 is a sectional view showing a segment of the composite structure for tunnel lining according to the fifteenth 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 in the circumferential direction of the tunnel acts as shown in FIG. 39 (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 fifteenth embodiment of the present invention, 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 before the main welding of the web member 7 and the flange member 8 is performed. 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 is formed in an arc shape in the circumferential direction of the tunnel, when the tensile axial stress T indicated by the arrow in FIG. The apparent abdominal pressure C indicated by the arrow in 39 (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 stiffener member 16 integrally connected to the inner air side flange member 8 is provided), so that the inner air side flange is provided. Even if the abdominal pressure C due to the tensile axial force T in the tunnel circumferential direction acts on the member 8, the stiffening member 16 resists by the lifting force D indicated by an arrow in FIG. It is possible to suppress the flange 8 from being deformed out of plane toward the inner radial side in the tunnel radial direction.

29 and 30 are cross-sectional views showing segments of the composite structure for tunnel lining according to the sixteenth and seventeenth embodiments of the present invention. In the form shown in FIG. 29, a stiffening member 16 made of a steel plate is arranged at intervals in the circumferential direction of the tunnel across the flange member 8 on the air side inside the tunnel, the skin plate 3 on the natural ground side, and the web member 7. The stiffening member 16 is fixed by welding and connected and integrated by the stiffening member 16. In FIG. 30, the flange member 8 on the inner side of the tunnel and the skin plate 3 on the natural ground side are crossed. 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 FIGS. 29 and 30 is a case where the cross section of the main girder 2 is an L-shaped cross section mainly composed 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, providing the stopper 14 as shown in FIG. 12 on the inner side surface of the segment of the skin plate enables the skin plate 3 to 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.

In FIGS. 31 to 38, the adjacent main girders 2 are connected and integrated by stiffening members 16 arranged at intervals in the circumferential direction of the tunnel with steel plates having bending rigidity so as to face each other at intervals. The eighteenth to twenty-fourth embodiments showing that the main girder 2 is integrally formed as a single piece of the stiffening member 16 or the plurality of steel materials as shown in FIGS. 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. 40 (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, a dotted line 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 indicated by the arrow, but when the main girders 2 are connected to each other by the stiffening member 16, FIG. A resistance bending moment E indicated by an 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. 31 to 37 will be briefly described.

  In the eighteenth embodiment shown in FIG. 31, 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 when 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 addition, in the form in which the filling concrete 5 is provided, the main girders 2 may be connected and integrated by using the stiffening member 16 instead of the steel reinforcing rib.

  In the nineteenth embodiment shown in FIG. 32, 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 twentieth embodiment shown in FIG. 33, the stiffening member 16 made of steel plate having a width dimension between the flange member 8 on the inner side of the tunnel and the flange member 8 on the natural mountain side is 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 twenty-first embodiment shown in FIG. 34, the width dimension on both ends in the longitudinal direction (direction between main beams) of the stiffening member 16 is the width dimension between the flange member 8 on the tunnel inner side and the flange member 8 on the ground mountain side. Then, a steel plate stiffening member 16 whose intermediate portion is weldable to the skin plate 3 is disposed between the main girders 2 so that the flange member 8 on the inner side of the tunnel and the flange member on the natural ground side are disposed. 8 is fixed to the web member 7 and the skin plate 3 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 nineteenth and twentieth embodiments, out-of-plane deformation and rotational deformation of the flange member 8 and the like can be further prevented. 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 twenty-second embodiment shown in FIG. 35, the width dimension of both ends of the stiffening member 16 in the longitudinal direction (the direction between the main beams) is the width dimension between the flange member 8 on the tunnel inner side and the flange member 8 on the ground mountain side. It is made of a steel plate that is narrower and has a width that is shorter than the width dimension between the web members 7 in the opposing main girder 2 and narrower than the width between the flange members, and whose intermediate portion is wide enough to 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 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 twenty-third embodiment shown in FIG. 36, a connecting member 16a made of a steel material such as a steel plate is arranged and welded across the stiffening members 16 for stiffening the flange members 8 on the inner side of the tunnel in each main girder 2. 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 on the air side in each tunnel is a form in which the stiffening members 16 of the above-described embodiment (for example, the forms shown in FIGS. 28 to 30) are connected to each other by the connecting 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. 14 are connected by one connecting member so that the main girders 2 are connected and integrated. It may be.

In the twenty-fourth embodiment shown in FIGS. 37 and 38, 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 not caused. 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. Complementary 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 a function of a shear reinforcing steel plate and a function of a reinforcing bar of a composite structural member (synthetic structural 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 members 16 arranged so as to connect and integrate the main girders 2 in the eighteenth to twenty-fourth 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 replaced, and used together with an appropriate material in an appropriate position, so that necessary performance can be 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.

  In the illustrated form, the flat steel reinforcing rib 11 is shown. However, regardless of the form in which the filling concrete 5 is filled or not filled, the cross section of the steel reinforcing rib 11 has a substantially cross-sectional L shape or A steel reinforcing rib 11 having a cross-sectional groove shape, a cross-section J shape, or a cross-sectional square 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 body 17 Reinforcement 20 in circumferential direction Main girder 21 Shield machine 22 Water-stop tail brush F1 Jack thrust H: Segment height in the tunnel radial direction V: Width dimension F of the web member in the tunnel radial direction : Thickness dimension S of the flange member in the tunnel radial direction S: Thickness dimension L of the skin plate in the tunnel radial direction L: Projection length Wh in the tunnel radial direction W: Leg length W in the tunnel radial direction W: Welding W1: Between the flange member and the web member Welding outside segment W2: Welding inside segment between flange member and web member

Claims (16)

  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 members are arranged and fixed to each other so that the entire plate thickness at one end face of the flange member abuts on the inner surface, and the main girder is a main section having a substantially U-shaped section or an L-shaped section. A segment characterized in that it is formed in a spar 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 the inner surface in the tunnel radial direction of the web member. The segment according to claim 2, wherein the segments are arranged so as to be inward of the end faces and are fixed to each other.   The segment according to claim 1, wherein the skin plate is disposed on an outer end surface or an inner end surface in the tunnel radial direction of the web member and fixed to each other.   The outer surface in the tunnel radial direction of the flange member is a segment disposed inside the outer end surface in the tunnel radial direction of the web member, and the flange member and the web member are joined by fillet welding. In addition, the leg length in the tunnel radial direction of the fillet weld between the outer surface in the tunnel radial direction of the flange member and the web member is substantially the same as the protruding length of the web member in the tunnel radial direction from the outer surface of the flange member. The segment according to claim 1, wherein the segment is a segment.   2. The flange member and the web member constituting the main beam, or between the flanges, or between the inner flange member and the skin plate are connected by a stiffener. The segment of any one of -5.   When the segment outer surface of the flange member in the main girder and the web member are welded and the welding amount is the outer welding amount (S1), the segment inner surface of the flange member in the main girder and the The segment according to claim 6, wherein the inner welding amount (S2) with the web member is zero or less than ½ of the outer welding amount (S1).   The segment according to claim 6 or 7, wherein the stiffeners are connected by connecting members between opposing main beams.   The segment according to claim 6 or 7, wherein opposing main girders are connected by the stiffener.   The segment according to any one of claims 1 to 9, 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 10, wherein a slip stopper is provided on an inner surface of the steel shell.   The segment according to claim 11, wherein the displacement stopper provided on the flange member is a rod-like member installed across the main girders.   The segment according to any one of claims 10 to 12, wherein reinforcing reinforcing bars are embedded and disposed 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. The circumferential reinforcing reinforcing bars are inserted through the connecting members adjacent to each other at intervals between the connecting members connected to each other in the circumferential direction of the tunnel. 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. 14. The segment according to claim 10, wherein circumferential reinforcing reinforcing bars are inserted through adjacent stiffeners that are connected to each other at an interval in the circumferential direction of the tunnel. . In manufacturing the segment of any one of Claims 6-15, 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.

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