EP0275412B1 - Method of producing an elongate structure - Google Patents

Abstract

Method for producing an elongate structure, which is produced in the timed-shifting process and whose adjoining structure sections are connected by elastic joints which, on the one hand, permits limited angular rotation of the structure sections relative to one another in the joint region and, on the other hand, can transmit bending moments within limits to be set. The structure can hereby be matched to changing curvatures of the feed path as it is advanced, and secondary stresses which will otherwise occur with a very rigid construction of the structure cross-section are avoided. <IMAGE>

Description

The invention relates to a method for producing an elongated structure, such as a bridge superstructure, underwater tunnel or the like, which is produced in the cycle sliding method from the location of one end of the structure in adjoining sections and is pushed into its position of use in the longitudinal direction of the structure on supports arranged at a longitudinal distance from one another .

It is known to construct the superstructure of a multi-span prestressed concrete bridge using the cycle sliding method. In this case, one superstructure section after the other is produced on a production station which is arranged behind a bridge abutment and is connected to the preceding superstructure section in a rigid manner. The superstructure, which is partially completed in this way, is then pushed into its final position over the previously constructed bridge piers in time with the manufacture of the individual sections.

Since bending moments of varying magnitude occur in the superstructure with changing signs, the superstructure is in any case designed to be rigid over the entire length for the state of its longitudinal displacement. However, a linear or curved feed path is always required for the longitudinal feed, ie the bearing points on the pillars must lie on a straight line or an arc in the floor plan or in the gradient. If the longitudinal axis of the bridge is curved in the plan or in the gradient according to a curve deviating from the straight line or the circular arc and, for example, it has transition arches shaped according to a clothoid, it may be necessary to make the pillars wider and to provide them with laterally displaceable bearings or Arrange excessive bearings on the pillars for the displacement process and lower the superstructure to the final bearings in the final state. These measures make the longitudinal displacement of the bridge very complicated and require a number of additional and possibly very expensive measures.

It is also already known to manufacture the tunnel tube of an underwater tunnel using the cycle shift method (DE-OS 33 38 652). In this known method, the tunnel tube is produced in sections which adjoin one another and which, in the final state, form an articulated chain. For the construction state, however, the tunnel tube is continuously formed in one piece as a rigid rod, so that the tunnel tube can be advanced freely cantilevered in the water over several guide yokes arranged at a longitudinal distance from one another. As a result of the very high bending stiffness of the tunnel tube, even small settlements of the guide yokes during advancement lead to considerable constraining forces in the rigid tunnel tube, which can generate significantly higher cutting forces than occur in the position of use of the tunnel.

The object of the invention is to avoid these disadvantages and to provide a method for producing an elongated structure in the cycle sliding method, with which it is possible, on the one hand, to also move such structures to their final position without temporarily changing their supports by longitudinal feed to bring, which are curved according to a curve deviating from the straight line or an arc, and on the other hand to avoid constraining forces in the building during longitudinal feed.

This object is achieved with the invention in that the structure is formed at least for the state of its longitudinal displacement as a support with joints and has a rigid part extending over at least the length of the distance between two supports.

This configuration has the advantage that the structure can adapt to changing curvatures of the feed path which is formed by the spaced apart supports when advancing. Nevertheless, the elongated structure is stabilized during the longitudinal feed by the rigid part without the structure being subjected to significant constraints when pushing forward, since the rigid part only rests on two successive supports and together with the articulated parts in the manner of a tanning beam, a statically determined system forms. The rigid part is expediently arranged at the front end of the building in the feed direction and can also be provided with a light stem, as is usually attached to the front end of the building in the cycle sliding method. Although this stem extends the rigid part of the structure, its rigidity is so low in relation to it that, despite temporarily statically undefined storage, no undesirably high constraints occur when advancing in the structure.

The structural parts connected to the rigid part, connected by joints, can have a length which corresponds to the spacing of the supports, the spacing of all supports being expediently the same. In the state of use, the joints are then above the supports and it is possible to open the joints so that the spanning individual superstructure sections as free-standing girders, as is often required, for example, for railway bridges.

According to the invention, it is also possible, in the building to be advanced, to have alternating, rigid structural parts extending over a plurality of supports and hook-on parts connected to them, the length of which is smaller than the spacing of the supports.

In another construction method of the type explained in more detail above, in which any joints in the structure that are provided for the state of use are stiffened during the longitudinal displacement by compressing the structure sections or structure parts in the joint area, the procedure according to the invention is such that the structure sections or structure parts are compressible elements are supported against each other in the joint areas and thereby have a certain mobility and limited bending stiffness at least during the longitudinal displacement in the joint areas.

By interposing preferably soft elastomer plates in the joint joints, it is possible to reduce the bending stiffness of the building and thereby reduce the constraining forces that occur, for example, when the column is lowered or when the curvature of the sliding path on which the building is pushed into its position of use changes becomes.

In order to achieve elastic support in the joint area, suitably soft elastomer bearing plates, e.g. made of neoprene, are arranged in the joint joints of the joints between the building sections or building parts, and the building parts or building sections are, if necessary, clamped together with tendons. The bending stiffness can be changed by changing the tension in the tendons can be changed as required in the joint areas when advancing the building. This makes it possible to adjust the bending stiffness of the structure at many points within wide limits as required and thereby to optimally influence the torque distribution.

In large and massive structures, such as underwater tunnels, which are under buoyancy and are guided over guide yokes when they are pushed forward, which are arranged at a relatively large longitudinal distance from each other, it may be useful if the structure has a number of elastic joints along the length of the distance between two supports , expediently two to four joints, are provided. On the one hand, a sufficiently high bending stiffness is achieved to be able to push the tunnel tube through the water to be penetrated, but on the other hand it is also possible to push the structure along gradients deviating from the circular arc or straight line and to significantly reduce constraints from inaccuracies in construction and settlement.

The arrangement of compressible elements is possible not only in the joint joints of coupling joints, but also in the joints of tanner's wearers. Here, the rigid part at the front end of the tanning beam can have joints at a distance from the supports, which are completely stiffened for the construction state of the longitudinal displacement. It is then possible to put these joints into effect after reaching the position of use, so that the structure, for example a tunnel tube, results in a complete chain of joints, the individual structure sections of which must of course be sealed off from one another in the joint area. It is also possible, when in use, to open all the joints, including the stiffened joints, in the part of the structure that is rigid in the ancestor's ancestor, if a complete row of free-standing supports is to be generated, which are supported on two supports each.

According to the invention, it is also possible to generate different clamping forces at the elastic joints above and below. In this way it can be achieved that the elastic joints behave differently towards positive and negative moments, i.e. develop greater rigidity when exposed to negative moments than with positive moments or vice versa. The torque-angle rotation relationship does not have to be symmetrical to the zero point. Through the partially articulated connection of the building sections or building parts, the ratio of the internal forces from load and constraints can be optimally controlled.

Fig. 1

einen Unterwassertunnel, der nach einem Verfahren nach der Erfindung hergestellt wird, im Bauzustand in einer Seitenansicht in schematischer Darstellungen,

Fig. 2

eines der offenen Gerbergelenke des Tunnels nach Fig. 1 im Längsschnitt in vergrößertem Maßstab,

Fig. 3

eines der versteiften Gelenke der Tunnelröhre nach Fig. 1 in vergrößertem Maßstab im Längsschnitt,

Fig. 4

ein elastisches Gelenk einer Tunnelröhre der in Fig. 1 dargestellten Art, die beim Vorschieben aus einer durch elastische Gelenke verbundenen Gelenkkette besteht, in vergrößertem Maßstab im Längsschnitt,

Fig. 5 und 6

als Gerberträger ausgebildete Überbauten von mehrfeldrigen Brücken bzw. Tunneln im Bauzustand des Taktschiebens in schematischer Darstellung und

Fig. 7 und 8

Überbauten von Brücken bzw. Tunneln, deren Überbauabschnitte durch elastische Gelenke nach der Erfindung verbunden sind, in den Fig. 5 und 6 entsprechenden Darstellungen.

Further features and advantages of the invention result from the following description and the drawings, in which preferred embodiments of the invention are explained in more detail using examples. It shows:

Fig. 1

an underwater tunnel, which is manufactured by a method according to the invention, in the construction state in a side view in schematic representations,

Fig. 2

1 of the open tanner joints of the tunnel according to FIG. 1 in longitudinal section on an enlarged scale,

Fig. 3

one of the stiffened joints of the tunnel tube according to FIG. 1 in an enlarged scale in longitudinal section,

Fig. 4

an elastic joint of a tunnel tube of the type shown in Fig. 1, which consists of a joint chain connected by elastic joints when pushed forward, on an enlarged scale in longitudinal section,

5 and 6

Superstructures of multi-field bridges or tunnels in the construction state of cycle shifting, designed as tanning beams, in a schematic representation and

7 and 8

Superstructures of bridges or tunnels, the superstructure sections of which are connected by elastic joints according to the invention, in FIGS. 5 and 6 corresponding representations.

The following explanations are given using the example of a tunnel; they are also valid for superstructures of bridges.

In Fig. 1, 10 denotes an underwater tunnel, which passes under a river 11 and whose tunnel tube 12 is produced on the left bank 13 in successive sections and is pushed through the water to the right bank 14 in the cycle shift method. For this purpose, a trench arranged transversely to the river 11 is dug in the river bed and in the adjoining bank areas 13 and 14. The space around the tunnel is filled again after the tunnel tube 12 has been pushed in, in order to embed the tunnel tube 12 in the ground when in use and to restore the original water profile.

On the left bank 13 of the river 11 there is a pre-press pit 16, which is closed off from the water ditch by a sealing portal 17. The pre-press pit 16 serves as a manufacturing station for producing the individual structural sections 18 of the tunnel tube 12 and for pushing the finished part of the tunnel tube 12 into the channel filled with water until this tunnel tube 12 reaches the second sealing portal 19 on the right bank 14. This sealing portal 19 is then followed by the tunnel mouth 20, which is built on the spot and, after the tunnel tube has been completely manufactured and inserted, is also built on the left bank 13 and is designated there by 21.

Between the sealing portals 17 and 19, supports 23, 24, 25, 26, 27, 28 and 29 are arranged on the channel base 15, which preferably have the same longitudinal distance l from one another and from the sealing portals 17 and with slide or roller bearings 30 and not Lateral guides for the advancement of the tunnel tube 12 through water are shown.

The tunnel tube 12 is closed watertight at its right end in the feed direction 22 by an end plate 31 and is in the pre-press pit 16 in individual, adjoining sections 18a, 18b, 18c, 18d, 18e, 18f, 18g, 18h, 18i, 18j , 18k, 18l etc. made of reinforced concrete in succession and pushed out after the completion and hardening of a section in the longitudinal direction 22 through the sealing portal 17 into the trench, the tunnel tube sliding and being guided on the supports 23 to 28 until it reaches the opposite sealing portal 19th reached on the right bank 14.

During manufacture in the pre-press pit 16, a joint 32 or 33 is provided between two successive building sections 18. In the exemplary embodiment shown in FIG. 1, the individual building sections 18 all have the same length, and this length is half as long as the longitudinal distance l of the supports 23 to 29. For the state of construction of the longitudinal displacement of the tunnel tube 12 shown in FIG Joints 32 between the three first building sections 18a, 18b and 18c stiffened, while the joints 33 between building sections 18c, 18d and 18e are open. Then alternate between the following building sections 18e to 18l, etc., two stiffened joints 32 with two successive open joints 33, so that a continuous tanner beam is formed, the rigid structural parts 35a, 35b and 35c of the building sections 18a, 18b, 18c and 18e , 18f, 18g or 18i, 18j, 18k and its suspension parts 36a, 36b and 36c are formed by the building sections 18d or 18h or 18l.

When the term "joints" is used in the following, only fully flexible joints or limitedly movable joints, i.e. understood elastic joints, of which the elastic joints are explained in more detail below. The "stiffened" joints are always referred to as such in the following.

An embodiment of the completely movable joints 33 is shown in FIG. 2, while FIG. 3 shows the embodiment of a joint 32 stiffened for the construction state of the advancement. Both joints are simple concrete joints, which are arranged in the side walls 37 of the tunnel tube. For this purpose, the side walls 37 of the building section 18d have a longitudinally rectangular recess 39 into which a corresponding one Projection 40 engages in the side walls 37 of the adjacent building section 18c. Elastomer bearing plates 45, for example made of neoprene, are arranged between the opposing horizontal surfaces 41 and 42 or 43 and 44 of the recesses 39 and the projections 40, which allow the structural sections 18c and 18d to be rotated angularly in the joint area. Although the hinge joints 46 between the building sections 18c and 18d are shown as open joints, it is clear to any person skilled in the art that these joints must be sealed in such a way that they permit angular movement between the building sections 18c and 18d, but they certainly prevent water from entering. Sealing constructions known per se can be used for this, but they are not the subject of the present invention and therefore have not been shown.

In the stiffened joint 32 shown in FIG. 3, the structural sections 18b and 18c engage in one another, just as in the case of the open joint 33 with a projection 40 and a recess 39, and there are also elastomer bearing plates between the horizontal bearing surfaces 41 and 42 or 43 and 44 45 provided; However, the vertical joint joints 46 are not open, but are, of course with the interposition of a sealant (not shown in more detail), close to one another and are pressed firmly against one another by upper joint tendons 48 and lower joint tendons 49, which are arranged in the region of the tunnel top plate 50 and the tunnel sole plate 51 and there provided reinforcements 52 are anchored. When the tunnel tube has reached its position of use and the elastic bedding for the tunnel has been completed, these articulated tendons 48 and 49 are loosened again and the stiffened joints 32 are thereby put into effect again, so that all adjoining structural sections 18a to 18l etc. one by effective joints form interconnected link chain.

During the manufacture of the tunnel tube 12, the rigid structural part 35a, consisting of the structural sections 18a, 18b and 18c, is first freely cantilevered out of the tunnel portal 17 until the front end 12a of the tunnel tube 12 reaches the first support 24 in the water ditch. The rigid structural part 35a then maintains a statically determined mounting and stabilization during further advancement, in which it successively reaches the further supports 25, 26, 27, 28 and 29, together with the later rigid structural part 35b, which is supported by the joints 33 connected hook-in part 18d, with any uneven settling of the supports 24 to 28 remaining without influence.

In another method according to the invention, the tunnel tube 12 is not designed as a tanning beam and divided into rigid structural parts 35a, 35b, 35c and hinged parts 36a, 36b and 36c, but all structural sections 18a to 18l are separated by elastic joints 60 (Fig. 4) connected to one another in such a way that they have a limited bending stiffness at least during the longitudinal displacement and a certain mobility in the joint areas. Here, the basic design is essentially the same as for the fully movable joint 33 and for the stiffened joint 32, that is to say also for the elastic joint, a projection 40 engages in the side walls 37 of a building section, for example building section 18a, in a recess 39 of the following Building section, for example the building section 18b, a, wherein again between the horizontal surfaces 41 and 42 or 43 and 44 elastomeric bearings 45 are arranged, which absorb the vertical forces. In the vertical, open joint joints 46, bearing plates 61 and 62 made of a soft elastomer are arranged in the area of the tunnel top plate 50 and the tunnel base plate 51. In addition, upper articulated tendons 48 and lower articulated tendons 49 are provided, with which the building sections 18a and 18b are clamped together in the region of the ridge plate 50 and the sole plate 51. The building sections 18a and 18b are thus supported in the area of their upper ridge plate 50 and their lower sole plate 51 against one another by compressible elements 61 and 62, the bending stiffness in the joint area being changed by changing the tension in the joint tendons 48 and 49 when the building is pushed forward and the Can be adjusted accordingly. In this case, different tensioning forces can be generated with the upper joint tendons 48 than with the lower joint tendons 49, so that the bending stiffness of the tunnel tube 12 in the area of the elastic joint 60 is different under the action of negative moments than with positive moments. If, for example, a higher clamping force is generated with the upper joint tendons 48 than with the lower joint tendons 49, the joint has a higher rigidity when acting on negative moments than when acting on positive moments. The bending stiffness in the joint area can thus be adjusted as desired, it being also possible to completely loosen the joint tendons 48 and 49 and to remove the elastomer plates 61 and 62 in order to obtain a fully movable joint of the type shown in FIG. 2. As a rule, however, it is also sufficient for the state of use to make the joint tendons 48 and 49 completely ineffective in order to achieve the desired joint effect in the state of use. On the other hand, the joint action can also be completely eliminated by strongly tightening the joint tendons.

In the elastic joints according to Fig. 4, the tendons are inserted without a bond. By appropriate selection of the tendon length and the joint formation, e.g. Arrangement of the elastomer bearings, the bending stiffness can be influenced within wide limits. The upper and lower tendons inserted in the joints according to FIGS. 3 and 4 do not necessarily have to be prestressed.

If the tunnel tube 12 is not designed as a Gerber beam with individual rigid structural parts, but as an articulated chain with elastic joints, it can be used in the same way as a Gerber beam are initially cantilevered out of the sealing portal 17, the cantilever moment being absorbed on the one hand by a correspondingly higher tensioning of the upper articulated tendons and kept low by skillful choice of the ratio of weight to buoyancy of the tunnel tube.

5 to 8 show the preferred static systems of a structure to be produced according to the method according to the invention, which can be used both for underwater tunnels and for the superstructure of a bridge running over several supports. The static system according to FIG. 6 corresponds approximately to the system of the tunnel tube shown in FIG. 1, the rigid structural part 35a arranged at the front end 12a also having a light stem 54 that is attached to the front end 12a of the rigid structural part and permits it to extend the cantilevered part without increasing its own weight. Such a stem 54 is typically used in bridge superstructures that are manufactured using the cycle shift method.

The joints 33 shown in Fig. 6 are open joints of the type shown in Fig. 2 and it can be seen from Fig. 6 that this is a Gerber girder which extends over two supports 24 and 25 or 27 and 28 respectively has rigid structural parts 35b and 35a and to these connecting parts 36b and 36a connected by joints 33.

In Fig. 5, the structure, for example the superstructure 55 of a multi-span bridge, consists of several superstructure sections 56a to 56f, the length of which corresponds to the distance l of the supports 23 to 28 and which by means of open joints 33 of the type shown in Fig. 2 to a continuous one Link chain are interconnected. Only the first joint between The two front superstructure sections 56a and 56b in the advancing direction 22 is a stiffened joint 32, so that these two superstructure sections, together with their stem 54, act as a rigid component which rests on two successive supports in each feed phase and the joint chain of the superstructure sections 56c to 56f following it stabilized in the state of construction of the longitudinal displacement. In the state of use, the superstructure then takes up a position in which each superstructure section 56 spans a bridge field and rests with its two ends on two successive supports. The open joints 33 and the stiffened joint 32 are then each in the middle above one of the supports 23 to 29. They are then all fully opened so that each superstructure section 56 acts as a free-standing support on two supports in use.

In the exemplary embodiment shown in FIG. 8, in which the structure to be produced can be the tunnel tube of an underwater tunnel or the superstructure 55 of a bridge which spans several fields, all superstructure sections 56a, 56b, 56c, 56d and 56e have the same as in the case in FIG. 5 illustrated embodiment, the length l of a superstructure field, which corresponds to the distance l of the supports. All superstructure sections 56a to 56f are connected to one another by joints. 5, but they are all elastic joints 60 of the type shown in FIG. 4. These elastic joints 60 can be moved in the longitudinal direction 22 when the superstructure is pushed forward by changing the Tension in the articulated tendons 48 and 49 can be changed in their elasticity in order to adapt the bending stiffness of the articulated chain in the articulated area to the changing stresses during advancement.

In the exemplary embodiment shown in FIG. 7, the tunnel 55 consists of a plurality of construction sections 56 which, like the exemplary embodiment according to FIG. 8, are connected to one another by elastic joints 60. However, the length of the construction sections 56 is smaller than the distance l of the supports 23 to 29.

It can be seen that it is possible with all the prescribed embodiments, both in the Gerber carrier arrangement and in the link chain arrangement with elastic joints, to pass through gradients with alternating curvature, since the rod train can adapt to different curvatures thanks to its joints. Of course, constraints from subsidence are also avoided. The same principle can also be used when it is a question of advancing an elongated structure via supports which are arranged at a distance from one another and which are plan points of a curve whose curvature changes. In this case, the joints must of course be designed differently to allow angular rotation about a vertical axis.

The invention is not limited to the exemplary embodiments shown and described, but several changes and additions are possible without departing from the scope of the invention specified by the subsequent claims. For example, the joint formation can be different and the joints do not have to be arranged symmetrically to the zero line. Furthermore, the length ratios of the rigid parts and suspension parts of the tanning beams can be chosen differently depending on the spacing of the supports and the cross-sectional design of the structure, and it is also possible to maintain the elastic joints in the use state of the structure. Finally, there is also the possibility of providing elastic joints in the rigid structural parts of the structures designed for the feed as tanning beams which only stiffen as far be that the bending stiffness is sufficient to advance the structure and to sufficiently stabilize the following link chain.

Claims (11)

1. Method for producing an elongate architectural structure (12, 55), such as the superstructure of a bridge, an underwater tunnel, or the like, made in consecutive sections (18, 56) from the site of one end of the structure using the timed shifting method and pushed in the structure's longitudinal direction into its operational position along supports (23 to 29) spaced (l) apart lengthways,
   characterised in that at least for the lengthways displacement stage of construction the structure is in the form of a beam with articulations (32, 33, 60) and includes a rigid part (35) which extends at least the length of the spacing between two supports.
2. Method according to claim 1, characterised in that the rigid part (35) is located at the front end (12a) of the structure in the direction of advance (22).
3. Method according to claim 1 or 2, characterised in that the parts of the structure (56) adjoining the rigid part and connected by articulations (33) are of a corresponding length to the spacing (l) of the supports (23 to 29).
4. Method according to claim 1 or 2, characterised in that on the structure (12) being advanced, rigid parts of the structure (35a) extending over a plurality of supports (24, 25, and 27, 28, respectively) alternate with slung parts (36) linked to said rigid parts (35a) by articulations (33), the length of said slung parts (36) being less than the spacing (l) of the supports (23 to 29).
5. Method for producing an elongate architectural structure (55), such as the superstructure of a bridge, an underwater tunnel, or the like, made in consecutive sections (56) from the site of one end of the structure using the timed shifting method and pushed in the structure's longitudinal direction into its operational position along supports (23 to 29) spaced (l) apart lengthways, more particularly according to one of claims 1 to 4,
   characterised in that joints or articulations (60) provided in the structure for the operational state are in part braced during the longitudinal displacement by compressing the sections of the structure or parts of the structure in the articulated region, the sections of the structure (18 and 56, respectively) or parts of the structure being supported against one another in the articulated regions using compressible elements (61, 62) and thereby having some mobility and limited rigidity in the articulated regions at least during the longitudinal displacement.
6. Method according to claim 5, characterised in that elastomer (61, 62) is disposed in the articulated joints (46) of the articulations (60) between the sections of the structure (18 and 56, respectively) or parts of the structure, and the parts or sections (18 and 56, respectively) of the structure are mutually stressed in the articulated region by upper and lower joint prestressing elements (48 and 49, respectively).
7. Method according to claim 6, characterised in that while the structure is being advanced the rigidity in the articulated regions is altered by altering the stress in the joint prestressing elements (48, 49).
8. Method according to claim 6 or 7, characterised in that different stressing forces are generated in upper joint prestressing elements (48) than in lower joint prestressing elements (49).
9. Method according to any of claims 5 to 8, characterised in that a plurality of elastic articulations (60) are respectively provided in the structure for the length of the spacing (l) between two supports.
10. Method according to any of claims 1 to 4, characterised in that at the front end (12a) of the Gerber beam, at the spacing (l) of the supports 23 to 29), the rigid part (35a or 56a, 56b) has articulations (32) which are braced for the longitudinal displacement stage of construction.
11. Method according to any of claims 1 to 10, characterised in that a launching nose (54) is fastened on the end of the structure that is at the front in the direction of advance (22), the rigidity of which nose is much less than that of the structure.

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