EP2054553B1 - Tilt-lift method for erecting a bridge and vertical lift bridge manufactured accordingly - Google Patents

Description

The invention relates to a method for producing a bridge as well as bridges and lifting bridges produced by this method.

In the known method for the production of bridges high expenditures are required in the construction state to absorb the weight of the bridge girder.

In the construction of the bridge girder on a scaffolding arise expenses for the founding and construction of the scaffold.

When producing a bridge girder made of concrete by means of feed armor, the feed armor must be designed to take up the dead weight of the girder. The feed armor is stressed by the dead weight of the bridge girder by bending moments.

During the construction of the bridge girder concrete or steel bridges with the clock sliding method incurred during construction additional expenses for the bridge girder, because each cross-section of the bridge girder is exposed during the Verschubs positive and negative bending moments from the load by its own weight. Bridges that are produced by the clock shift method, therefore, have particularly high cross-sections and high material usage.

In the construction of the bridge girder in cantilever construction, large negative bending moments due to its own weight in the bridge girder occur during construction. The large Kragmomente over the supports must be absorbed by cross sections with sufficient height.

In the construction of the bridge girder in cantilever construction with guying from a pylon (diagonal cable bridges) these Kragmomente be avoided, this will incur additional expenses for the construction of the pylon and for the installation of the bracing. The length of the stem sections in cantilevered cantilevered construction is limited to 5 m to 10 m by the bending stresses.

The construction of arch bridges involves a great deal of effort in the production of the arch. The bow is usually erected on a scaffolding or in the guyed freewheeler.

Another method for the construction of the sheet is the Bogenklappverfahren (BETON, Issue 5, May 1984, p 200). In this process, two concrete sheet halves are made by means of climbing formwork in approximately vertical position to save the scaffold or the guying of the construction and thus to achieve a rapid construction progress. After completion of the bow halves they are folded by means of retaining cables.

The production of a support for a roof construction in approximately vertical position is in the JP 4237773 described. By slackening a restraint cable articulated at its base support is rotated in a horizontal position. A similar process for the preparation of bridges is in JP 3025107 described. These two methods work the way you know it from a drawbridge. The length of the bridge girder is essentially limited to the length between the lower hinge and the upper retaining point. This length can be slightly increased by a projection of the bridge girder over the pylon tip.

Process for the production of concrete bridges in approximately vertical position are from US 2004/0045253 known. To a swivel joint, which can be arranged between two pillars or in the abutment, the bridge girder is rotated by means of a crane, a special assembly crane or a winch in the approximately horizontal end position. These methods are limited to bridge spans up to about 40 m, since the stabilization of the cantilevered bridge girder in the construction state against wind and earthquake forces requires complex additional measures. Also, the turning process by means of winch and additional weight or by means of a special assembly crane for larger spans too costly and therefore uneconomical.

Furthermore, it is off DE 197 47 109 A1 a device for folding a bridge bridge consisting of two bridge sections known.

US-A-517.809 shows a lifting bridge with a pillar, a bridge girder and a support rod. The bridge carrier is moved from an approximately vertical position to a horizontal position by the displacement of an end point of the bridge girder along the pier.

The object of the invention is to provide a method for the production of bridges, in which it is possible to dispense with the construction of a framework in which during the Production of the bridge carrier no or only very low bending stresses occur in the bridge girder, which is suitable for the production of bridges with large spans and offers economic advantages over the known methods.

• ein Pfeiler, mindestens ein Brückenträger mit Endpunkten und mindestens ein Stützstab mit Endpunkten in annähernd senkrechter Position errichtet werden,
• ein Endpunkt des Stützstabes mit dem Brückenträger gelenkig verbunden wird und entweder - nach einer ersten Variante -
• ein Endpunkt des Stützstabes mit einem Pfeiler gelenkig verbunden wird, der Brückenträger durch eine annähernd senkrechte Bewegung des Endpunktes des Brückenträgers am Pfeiler in eine annähernd waagrechte Position gebracht wird und der bewegte Endpunkt des Brückenträgers mit dem Pfeiler verbunden wird, oder - nach einer zweiten Variante -
• ein Endpunkt des Brückenträgers mit dem Pfeiler gelenkig verbunden wird, der Brückenträger durch eine annähernd senkrechte Bewegung des Endpunktes des Stützstabes am Pfeiler in eine annähernd waagrechte Position gebracht wird und der bewegte Endpunkt des Stützstabes mit dem Pfeiler verbunden wird,
• dass der auskragende Endpunkt des Brückenträgers mit einem Widerlager oder einem weiteren Endpunkt eines zweiten Brückenträgers verbunden wird.

This object is achieved in that

• a pillar, at least one bridge girder with end points and at least one support bar with end points are erected in approximately vertical position,
• an end point of the support rod is hinged to the bridge girder and either - after a first variant -
• An end point of the support rod is pivotally connected to a pillar, the bridge carrier is brought by an approximately vertical movement of the end point of the bridge girder on the pillar in an approximately horizontal position and the moving end point of the bridge girder is connected to the pillar, or - after a second variant -
• an end point of the bridge girder is pivotally connected to the pier, the bridge girder is brought into an approximately horizontal position by an approximately vertical movement of the end point of the support bar on the pier and the moving end point of the support bar is connected to the pier,
• that the projecting end point of the bridge girder is connected to an abutment or a further end point of a second bridge girder.

Advantageous developments of the invention are defined in the subclaims.

Under an articulated connection according to the invention a pivotal movement permitting concerns an endpoint of the support rod on the pillar or an endpoint of the bridge girder on the pillar is considered, the adjacent parts are pressed by forces to form a frictional connection against each other.

According to the invention, the support rod is understood to mean not only a rod acted upon by longitudinally acting compressive forces, but also a rod subjected to tensile stress, wherein the rod is in each case substantially free from a load on bending.

According to the invention, the support rod can be made at the bridge construction site, e.g. also by combining several strands into one cable.

A particularly advantageous variant of the method is characterized in that the end points and the support rod are formed so that in the end point an angular rotation α relative to the bridge girder and the end point an angular rotation β relative to the pillar can occur and that the sum of the angular rotations α plus β greater is 85 ° and less than 260 °.

A further expedient variant is characterized in that the end point of the support rod and the end point of the bridge girder are formed so that in the end point an angular rotation α relative to the bridge girder and in the end point an angular rotation β relative to the pillar can occur and that the angular rotation α greater than 100th ° and smaller than 175 ° and that the angular rotation β is approximately 90 °.

A lifting bridge produced by the method according to the invention is characterized in that it consists of at least one pillar, a bridge girder and a support bar, that an end point of the support bar is hinged to the bridge girder, that an end point of the support bar or an end point of the girder to the pillar is connected and that the bridge carrier from the approximately horizontal position by moving an end point of the support rod or an end point of the bridge girder can be rotated so that the clearance of the bridge crossing the traffic route is increased.

Pillars, bridge girders and support bar form a statically stable structure. The connections between the bridge girder and the support bar with the pier are subject to only minimal stress and can be produced with simple construction elements. The stress of the pillar is smaller in the method according to the invention in the construction state than in the known bridge construction method with horizontal production of the bridge girder, because the wind attack surface is cheaper and the center of gravity is lower for the determination of earthquake forces.

The preparation of the bridge superstructure in an approximately vertical position is advantageous, because thereby no or only very small bending moments occur due to its own weight during manufacture. This is a great advantage, especially in the production of concrete bridges, since in the usual horizontal production of the bridge girder bending moments occur which influence the speed of the construction progress. In clock shifting method usually a weekly cycle for the production of a construction section is achieved. In cantilever construction or on a scaffold or by means of feed armor, the times for producing a construction section are one to three weeks.

At approximately vertical production, the concrete beam is exposed to much lower stresses and can therefore be made faster. The known methods of slip formwork or climbing formwork, which are used anyway for the production of concrete pillar, can also be used in the inventive method for the preparation of the bridge girder.

The bridge girder can be made together with the pier, for example, with a climbing or sliding formwork. This significantly reduces the cost of formwork, manufacturing time and costs.

The proposed method will be particularly advantageous to use in bridges with high columns. The span range for the application of the method according to the invention is between 20 m and 400 m, preferably between 50 m and 150 m.

If there is no firm connection of the moving end point of the bridge girder or the support bar with the pier, the method can be used for the construction and operation of lifting bridges.

In the following the invention will be described with reference to the embodiments illustrated in the drawings.

Fig. 1

eine Ansicht einer ersten Ausführungsform nach der Herstellung des Pfeilers, der Stützstäbe und der Brückenträger

Fig. 2

eine Ansicht der ersten Ausführungsform während des Klappvorganges

Fig. 3

eine Ansicht der ersten Ausführungsform nach Abschluss des Klappvorganges

Fig. 4

Detail A der Fig.1

Fig. 5

Detail B der Fig.1

Fig. 6

einen Schnitt längs der Linie VI-VI der Fig.3

Fig. 7

eine Ansicht einer zweiten Ausführungsform nach Herstellung des Pfeilers, des Stützstabes und des Brückenträgers

Fig. 8

eine Ansicht der zweiten Ausführungsform während des Klappvorganges

Fig. 9

eine Ansicht der zweiten Ausführungsform nach Abschluss des Klappvorganges

Fig. 10

einen Schnitt längs der Linie X-X der Fig.9

Fig. 11

eine Ansicht einer dritten Ausführungsform nach Herstellung des Pfeilers, der Stützstäbe und der Brückenträger

Fig. 12

eine Ansicht der dritten Ausführungsform während des Klappvorganges

Fig. 13

eine Ansicht der dritten Ausführungsform nach Abschluss des Klappvorganges

Fig. 14

einen Schnitt längs der Linie XIV-XIV in Fig.11

Fig. 15

eine Ansicht einer vierten Ausführungsform nach Herstellung des Pfeilers, der Stützstäbe und der Brückenträger

Fig. 16

eine Ansicht der vierten Ausführungsform während des Klappvorganges

Fig. 17

eine Ansicht der vierten Ausführungsform nach Abschluss des Klappvorganges

Fig. 18

eine Ansicht einer fünften Ausführungsform nach Herstellung des Pfeilers, der Stützstäbe und der Brückenträger

Fig. 19

eine Ansicht der fünften Ausführungsform während des Klappvorganges

Fig. 20

eine Ansicht der fünften Ausführungsform nach Abschluss des Klappvorganges

Fig. 21

eine Ansicht einer sechsten Ausführungsform nach Herstellung des Pfeilers, der Stützstäbe und der Brückenträger

Fig. 22

eine Ansicht der sechsten Ausführungsform während des Klappvorganges

Fig. 23

eine Ansicht der sechsten Ausführungsform nach Abschluss des Klappvorganges

Fig. 24

eine Ansicht einer fertig gestellten Brücke

Fig. 25

einen Grundriss einer im Grundriss gekrümmten Brücke

Fig. 26

einen Schnitt einer siebenten Ausführungsform während des Klappvorganges längs der Linie XXVI -XXVI der Fig. 28

Fig. 27

Detail C der Fig. 26

Fig. 28

eine Draufsicht auf die siebente Ausführungsform während des Klappvorganges längs der Linie XXVIII - XXVIII der Fig. 26

Fig. 29

Detail D der Fig. 26 und gleichzeitig Schnitt längs der Linie XXIX - XXIX der Fig. 28

Fig. 30

einen Schnitt einer achten Ausführungsform während des Klappvorganges

Fig. 31

Detail E der Fig. 30

Fig. 32

alternative Ausführungsform des Details E der Fig. 30

The invention is in the Fig.1 to Fig.32 shown. It shows

Fig. 1

a view of a first embodiment after the preparation of the pillar, the support rods and the bridge girder

Fig. 2

a view of the first embodiment during the folding process

Fig. 3

a view of the first embodiment after completion of the folding process

Fig. 4

Detail A of Fig.1

Fig. 5

Detail B the Fig.1

Fig. 6

a section along the line VI-VI of Figure 3

Fig. 7

a view of a second embodiment after the preparation of the pillar, the support rod and the bridge girder

Fig. 8

a view of the second embodiment during the folding process

Fig. 9

a view of the second embodiment after completion of the folding process

Fig. 10

a section along the line XX of Figure 9

Fig. 11

a view of a third embodiment after the preparation of the pillar, the support rods and the bridge girder

Fig. 12

a view of the third embodiment during the folding process

Fig. 13

a view of the third embodiment after completion of the folding process

Fig. 14

a section along the line XIV-XIV in Figure 11

Fig. 15

a view of a fourth embodiment after the preparation of the pillar, the support rods and the bridge girder

Fig. 16

a view of the fourth embodiment during the folding process

Fig. 17

a view of the fourth embodiment after completion of the folding process

Fig. 18

a view of a fifth embodiment after the preparation of the pillar, the support rods and the bridge girder

Fig. 19

a view of the fifth embodiment during the folding process

Fig. 20

a view of the fifth embodiment after completion of the folding process

Fig. 21

a view of a sixth embodiment after the preparation of the pillar, the support rods and the bridge girder

Fig. 22

a view of the sixth embodiment during the folding process

Fig. 23

a view of the sixth embodiment after completion of the folding process

Fig. 24

a view of a completed bridge

Fig. 25

a floor plan of a curved bridge in the floor plan

Fig. 26

a section of a seventh embodiment during the folding process along the line XXVI -XXVI the Fig. 28

Fig. 27

Detail C the Fig. 26

Fig. 28

a plan view of the seventh embodiment during the folding operation along the line XXVIII - XXVIII of Fig. 26

Fig. 29

Detail D the Fig. 26 and at the same time section along the line XXIX - XXIX of Fig. 28

Fig. 30

a section of an eighth embodiment during the folding process

Fig. 31

Detail E the Fig. 30

Fig. 32

alternative embodiment of the detail E of Fig. 30

A first embodiment of the method according to the invention is in Fig.1 to Fig.6 shown.

In the first step, according to Fig.1 the pillar 4 and the bridge girder 2 concreted in a vertical position. The formwork and concreting operations for the bridge girders correspond in their effort to the processes in the production of the pier 4, which allows substantial savings compared to a production in a horizontal position.

In the second section, the support rods 3, which in this example consist of a cable made of tension wire strands, are installed.

In the next step, according to Fig.2 the end points 9 of the bridge girder 2 with conventional lifting devices, eg lifted with hydraulic strand lifters and cables from tension wire strands. The lifting devices can be positioned at the top of the pillar 4. In this state, bending moments occur in the bridge girders 2, but they are smaller than in the final state, which in Figure 3 is shown. It may be advantageous to tension tendons in the bridge girder 2 during the folding process, in order to counteract the occurring moments due to its own weight.

The end point 9 of the bridge girder 2 may be provided with rollers to allow an approximately frictionless lifting. Alternatively, a sliding layer can be provided in the pillar 4. Known material combinations for Verschubvorgänge on a slide are, for example Teflon and steel or bronze and steel.

The lifting forces for the in Fig.2 folding process shown are for the weight of the bridge girder 2, the support rods 3 and the frictional forces that occur between the end points 9 of the bridge girder 2 and the pillar 4 to measure.

It may also be advantageous for the construction state to equip the bridge girder 2 in the condition of construction only with the statically required cross sections and to have the cross section in the final state, e.g. by making a deck slab, to complete.

During the in Fig.2 folding process shown, the length of the bridge girder 2 and the support rods 3 is changed only by the elastic length changes due to the occurring normal forces. In this example, 3 tensile forces occur in the support rods and compressive forces in the bridge girders 2 between the points 5 and 9. The support rods 3 are connected in points 6 with the pillar 4 and in the points 5 with the bridge girders 2. The execution of the connection with the pillar 4 is in Figure 4 (Detail A off Fig.1 ) and the execution of the connection with the bridge girder 2 is in Figure 5 (Detail B off Fig.1 ). The existing of a Litzenkabel support rod 3 is according to Figure 5 guided over a deflection structure in the box cross-section of the bridge girder 2 during the folding process. As a result, the angle of rotation α of approximately 150 ° can be recorded in point 5 of the folding process. The angle of rotation β in the points 6 is in each case about 60 ° and is taken up by rolling the support rods 3 over the saddle construction at the tip of the pillar 4. The radii of curvature of the deflection structure in box cross section in Figure 4 and the saddle in Figure 5 are to be adjusted to the permissible radii of curvature of stranded cables.

Figure 6 shows a plan view of a section of the bridge girder 2 in the final position. The support rod 3 is arranged in this example in the middle of the bridge girder 2, so that the lanes can be guided laterally on the support rod 3.

• o Die Bogenhälften müssen während des Baus durch Abspannungen gestützt und während des Bauzustandes gedreht werden, um die Biegebeanspruchungen im Bogen klein zu halten. Die annähernd geraden Brückenträger 2 werden ohne Lageänderung betoniert und können ohne großen Aufwand am Pfeiler 4 befestigt werden.
• o Die Rückhaltekabel für das Einklappen der Bogenhälften geben ihre Zugkräfte an Gründungselemente ab, die nur für das Eintragen dieser Kräfte in den Baugrund hergestellt werden müssen. Das Anheben der Brückenträger 2 beim erfindungsgemäßen Verfahren erfordert keine zusätzlichen konstruktiven Aufwendungen, da die Reaktionskräfte aus dem Anheben in den Pfeiler 4 eingeleitet werden.

The known bow folding method has the following disadvantages compared with the method according to the invention:

• o The sheet halves must be braced during the construction and rotated during construction to minimize the bending stresses in the arch. The approximately straight bridge girder 2 are concreted without change in position and can be attached to the pier 4 without much effort.
• o The retaining cables for folding in the sheet halves release their tensile forces on foundation elements, which only have to be made for the entry of these forces into the ground. The lifting of the bridge girder 2 in the method according to the invention requires no additional design effort, since the reaction forces are introduced from the lifting in the pillar 4.

A second embodiment of the method according to the invention is in the Fig.7 to Fig.10 shown.

In the first step of the method is according to Figure 7 the pillar 4 made of a suitable building material such as concrete, masonry, steel or wood. In the next step, the bridge girder 2, which may be made of steel or wood in this example, is mounted in a vertical position. The bridge girder 2 may consist of individual elements which are positively connected to each other in this position. The support rod 3 made of a steel profile is mounted and articulated at point 5 to the bridge girder 2 and at point 6 to the pillar 4.

Through the in Figure 8 shown lowering the end point 9 of the bridge girder 2 is formed in Figure 9 shown einhüftige bridge 1. In the end point 5 occurs a permanent rotation α and in the end point 6 occurs a permanent rotation β. The sum of the angles of rotation α plus β is equal to 90 °.

Figure 10 shows a plan view of a section of the bridge girder 2 in the final position. The support rods 3 are arranged laterally of the bridge girder 2 in this example, so that the lanes can be passed between the support rods 3.

A third embodiment of the method according to the invention is in Fig.11 to Fig.14 shown.

In the first step of the method is according to Figure 11 the pillar 4 made of concrete. The pillar 4 has a constant width, but a variable thickness over the height. The Bridge girders 2 are erected in this example on the foundation plate of the pier 4. The bridge girders 2 have a constant width, but a variable cross-sectional height. Pillar 4, support rods 3 and bridge girder 2 are advantageously produced at the same time, for example by means of climbing formwork. The support rods 3 are connected in points 5 with the bridge girders 2. The bridge girders 2 are connected at the points 7 with the pillar 4.

It may be expedient to push the end points 5 of the support rods 3 approximately horizontally away from the pillar 4 before starting lifting. Through the in Figure 12 shown lifting the end points 8 of the support rods 3 is finally formed in Fig. 13 illustrated bridge 1. During the folding process occurs in the end point 5 of the support rod 3, an angular rotation α of 140 °. In the end point 7 of the bridge girder 2, an angular rotation β of 90 ° occurs. The permanent angular rotations in the end points 5 and 7 can be absorbed by constructive formations customary in concrete construction, for example by concrete joints or by the bending of reinforcing bars.

By filling the gap between the two bridge girders 2 with grouting concrete and the installation of continuity tension members, the bridge 1 on the top of the pillar 4 on a rigid connection.

In Fig. 14 It is shown how the support rods 3 can be advantageously installed in the shape of the pillar 4 to allow rapid production of the pillar 4, the support rods 3 and the bridge girder 2.

A fourth embodiment of the method according to the invention is in FIGS. 15 to 17 shown.

According to Fig. 15 Pillar 4, bridge girder 2 and support rods 3 are erected in approximately vertical position. A support rod 3 is connected in this example to the bridge girder 2 at point 5 and to the pier 4 at point 6. The second support rod 3 is connected at point 5 to the bridge girder 2. The second end point 8 of this support rod 3 is according to Fig. 16 raised. The lifting causes the bridge girder 2 to move from the approximately vertical position to a horizontal position, which in FIG Figure 17 is shown, is rotated.

If the end point of the bridge girder 2 lying in this position next to the pier 4 is not firmly connected to the pier 4, the bridge 1 can be used as a lifting bridge 12. By lowering the point 8 in Fig. 17 the bridge girder 2 is moved upwards, so that the clearance profile of the traffic route crossing the bridge 1 is increased.

A fifth embodiment of the method according to the invention is in Fig.18 to Fig.20 shown.

In the first step, according to Fig. 18 Pillar 4, auxiliary pillar 10, bridge girder 2 and support rods 3 produced in a vertical position. The end points 8 of the bridge girder 2 are higher in this position than the top of the pier 4. Therefore, the establishment of an auxiliary pier 10 is required. The bridge girders 2 are connected at the points 7 with the pillar 4. The support rods 3 are connected in points 5 with the bridge girders 2.

The other end points 8 of the support rods 3 are according to Fig. 19 lowered from the auxiliary pier 10. In order to reduce the bending moments in the bridge girders 2 during the lowering, in this example restraints 13 are used. These bracing 13 may consist of stranded cables, which are connected to the bridge girder 2 and, for example, claimed by the tip of the pillar 4 with a certain force. The length of the bracing 13 increases during the rotation of the bridge girder 2, which can be easily ensured by tracking the stranded cable.

In the final position according to Fig. 20 For example, the auxiliary pillar 10 may be removed or used for mounting additional cables to support the bridge girders 2. The bracing 13 can remain as a permanent cable in the bridge 1 or replaced by inclined cable.

A sixth embodiment of the method according to the invention is in Fig.21 to Fig.23 shown.

According to Figure 21 Pillars 4, bridge girder 2 and support rods 3 are made in approximately vertical position.

By lifting the end points 8 of the support rods 3 according to Figure 22 will the in Figure 23 illustrated bridge 1 completed.

Figure 24 shows a bridge 1 with two abutments 11, two pillars 4, four bridge beams 2 and four support rods 3. The view of the bridge 1 in Figure 24 shows how the method can be used advantageously for the production of viaducts. The end points 14 of the bridge girders 2 in the middle of the main span of the bridge 1 are rigidly connected in the final state. The other two end points 14 of the bridge girder are with the Abutment 11 connected. The support rods 3 can then be removed, if this is required, for example, for design reasons.

The inventive method can also be used for the production of curved in plan bridges, such as Figure 25 for a four-span bridge shows. The bridge girder 2 must be supplemented in this example with spacers to complete the bridge 1.

A seventh embodiment of the method is in FIGS. 26 to 29 shown. The Fig. 26 shows a state during the lifting of the end points 9 of the bridge girder 2. The pier 4 in this example has an opening 19 extending along the pier height.

The execution of the connection of the support rod 3 with the pillar 4 is in Fig. 27 (Detail C off Fig. 26 ). For the sake of clarity, only the right leading support rod 3 in Fig. 27 located. The support rod 3 may consist of a diagonal cable 17 and it may be several diagonal cables 17 are arranged one behind the other. At the beginning of the lifting process, the support rod 3 extends approximately vertically along the pillar 4 to the end point 5, where it is connected to the bridge girder 2. The force in the support rod 3 is much smaller at the beginning of the lifting process than in the final state. This circumstance contributes to the design of the deflecting saddle 18 for the support rod 3 in Fig. 27 Bill. The contact pressure of the support rod 3 in the deflection saddle 18 can be calculated from the tensile force of the support rod 3 divided by the product of deflection radius and width of the support rod 3. In an embodiment of the deflecting saddle according to Fig. 27 with a small radius R ₁ at the beginning of the lifting operation and a larger radius R ₂ at the conclusion of the lifting process, wherein R _{2 is} calculated with R ₁ times the ratio of the tensile forces in the support rod at the end and at the beginning of the lifting operation, the contact pressure on the support rod 3rd by the deflecting saddle 18 during the lifting process constant when the lying between R ₁ and R ₂ radii of Umlenksattels 18 are calculated according to the forces occurring in the support rod 3.

Fig. 28 shows a plan view of the bridge 1 during the lifting process. The pillar 4 is designed with an opening 19, so that touch the bridge girder 2 during the lifting operation and the resulting pressure forces in the rolling joints are transmitted via Hertzian pressure. The cross section of the bridge girder 2 in the example according to Fig. 28 is a box cross section. In order to keep the weight of the bridge girder 2 low during the lifting process, the projecting parts of the carriageway plate are only produced after completion of the lifting process. In the end points 5 of the support rods 3, which are connected to the bridge girders 2, therefore, cross members are required. The stabilization of the bridge girder 2 during the lifting process can take place with suitable devices 15, eg roller bearings.

The execution of the connection of the bridge girder 2 is in Fig. 29 (Detail D off Fig. 26 ). At the beginning of the lifting operation, the bridge girders 2 in the lines P ₁ and P ₁ 'touch. In the in Fig. 29 shown position of the bridge girder 2 is the contact in the lines P ₂ and P ₂ 'instead. In the final state, the touch will occur in P ₃ and P ₃ '. The ends of the bridge girder 2 in the example according to Fig. 29 are executed with circularly bent steel sheets, which are connected with dowels or welded reinforcement with the concrete of the bridge girder 2. During the lifting process occurs in the circular cylindrical ends of the bridge support 2 along the lines of contact, eg P ₂ and P ₂ 'in Fig. 29 , an increased pressure, referred to as Hertzian pressure. The radii of the end regions of the bridge girders 2 are to be dimensioned for the Hertzian stresses occurring during the lifting process. The radius for the ends of the bridge girders 2 in Fig. 28 is constant. However, it could also be adapted to the forces occurring in the bridge girders 2 and, for example, increase from a smaller radius in the lines P ₁ , P ₁ 'to a larger radius in the lines P ₃ , P ₃ ', in order to obtain a lift during the lifting operation To obtain approximately constant Hertzian pressure in the contact lines.

An eighth embodiment of the method is in the FIGS. 30 to 32 shown. The Fig. 30 shows a state during the lifting of the end points 8 of the support rods 3. The pillar 4 has an opening 19 extending along the pillar height.

The execution of the connection of the support rod 3 to the bridge girder 2 is in Fig. 31 (Detail E off Fig. 30 ). The mutual rotation of support bar 3 and bridge girder 2, which in this example during the lifting operation is about 150 °, is accomplished by rolling along cylindrical contact surfaces. At the beginning of the lifting operation, the contact takes place along the lines P ₄ , P ₄ '. In Fig. 31 a state is shown in which the contact between the support rod 3 and the bridge girder 2 takes place along the lines P ₅ , P ₅ '. After completion of the lifting operation, the power transmission between the bridge girder 2 and support bar 3 along the lines P ₆ , P ₆ 'take place. In Fig. 31 an external tendon 16 is shown, which is arranged in the gravity axis of the formed with a T-beam cross-section bridge girder 2. While the lifting operation, the external tendon is biased so that no or only low tensile forces occur in the bridge girder 2.

An alternative embodiment for the connection of the support rod 3 to the bridge girder 2 (detail E from Fig. 30 ) is in Fig. 32 shown. The bridge girder of this alternative embodiment has a box cross-section. The mutual rotation in the end point 5 between the support rod 3 and bridge support 2 takes place outside the box cross-section of the bridge girder 2. The resulting offset moment generates bending stresses in the bridge girder 2, which must be taken into account in the dimensioning of the bridge girder 2. The external clamping member 16 is arranged in the gravity axis of the box cross-section of the bridge girder 2.

The achievable with the inventive method span of a bridge 1 between two pillars 4 corresponds to pressure-loaded support rods 3 the sum of the height of the two pillars 4. The application of the method in zugbeanspruchten support rods 3 allows the production of a bridge 1 with a span greater than the sum of the pillar heights.

The method is preferably suitable for the production of prestressed concrete and reinforced concrete bridges, but can also be used for steel bridges, steel-concrete composite bridges, wooden bridges or plastic bridges.

It may also be advantageous to combine different building materials. For example, a bridge girder 2 could be made of prestressed concrete and the top of the bridge girder 2 adjacent to the end point 14 would be made of a steel construction to reduce its own weight at the tip of the cantilever and thereby the building crimping moments.

Analogously, the inventive method can also be used in building construction and civil engineering, if it is advantageous to produce carrier in an approximately vertical position and then to turn into an approximately horizontal end position.

Claims (19)

1. A process for the manufacture of a bridge, wherein a pier (4) as well as at least one bridge girder (2) with end points (7, 9, 14) are erected in an approximately vertical position, characterized in that

   • at least one supporting rod (3) with end points (5, 6, 8) is erected in an approximately vertical position, wherein

   • one end point (5) of the supporting rod (3) is hinged to the bridge girder (2), and either - according to a first variant -

   • one end point (6) of the supporting rod (3) is hinged to the pier (4), the bridge girder (2) is brought into an approximately horizontal position by an approximately vertical motion of the end point (9) of the bridge girder (2) on the pier (4) and the moved end point (9) of the bridge girder (2) is connected to the pier (4), or - according to a second variant -

   • one end point (7) of the bridge girder (2) is hinged to the pier (4), the bridge girder (2) is brought into an approximately horizontal position by an approximately vertical motion of the end point (8) of the supporting rod (3) on the pier (4) and the moved end point (8) of the supporting rod (3) is connected to the pier (4),

   • as well as that, in both variants, the projecting end point (14) of the bridge girder (2) is connected to an abutment (11) or a further end point (14) of a second bridge girder (2).
2. A process for the manufacture of a bridge according to claim 1, characterized in that bridge girders (2) and supporting rods (3) are arranged on both sides of the pier (4) and the two end points (8) of supporting rods (3) on the pier (4) or the two end points (9) of the bridge girder (2) on the pier (4) are moved approximately vertically.
3. A process for the manufacture of a bridge according to any of claims 1 or 2, characterized in that the bridge girder (2) is manufactured with a variable cross-sectional height.
4. A process for the manufacture of a bridge according to any of claims 1 to 3, characterized in that the bridge girder (2) is manufactured with a curvature in the elevation in the approximately horizontal final position.
5. A process for the manufacture of a bridge according to any of claims 1 to 4, characterized in that the bridge girder (2) is manufactured with a curvature in the ground plan in the approximately horizontal final position.
6. A process for the manufacture of a bridge according to any of claims 1 to 5, characterized in that the pier (4) is integrated into the abutment (11).
7. A process for the manufacture of a bridge according to any of claims 1 to 6, characterized in that the moved end points (8,9) of the supporting rods (3) and of the bridge girders (2), respectively, contact each other while the end points (8,9) are being moved.
8. A process for the manufacture of a bridge according to any of claims 1 to 7, characterized in that the pier (4) is manufactured with an opening (19) extending along the height of the pier, in which the end points (8,9) of the supporting rods (3) or the bridge girders (2) support each other while being moved, with the opening (19) being delimited downwards and upwards by the pier (4).
9. A process for the manufacture of a bridge according to any of claims 1 to 8, characterized in that the compressive forces in the end points (5, 6, 7, 8, 9) are transmitted via rolling contact joints during the movement of the supporting rod (3) and the bridge girder (2).
10. A process for the manufacture of a bridge according to any of claims 1 to 9, characterized in that the surfaces of the rolling contact joints are formed from thin-walled, bent steel sheets which are back-filled with concrete in the end points (8,9) of the supporting rods (3) or the bridge girders (2).
11. A process for the manufacture of a bridge according to any of claims 1 to 10, characterized in that the radius of a rolling contact joint is not constant, but is adjusted to the compressive stress such that a small radius is provided for small strains and a larger radius is provided for larger strains.
12. A process for the manufacture of a bridge according to any of claims 1 to 11, characterized in that a supporting rod (3) subject to tensile stress is provided as a stay cable (17) and the tensile forces in the end points (5,6) are transferred into the bridge girder (2) and the pier (4) via deflection saddles (18) during the movement of the supporting rod (3).
13. A process for the manufacture of a bridge according to any of claims 1 to 12, characterized in that the radius of the deflection saddle (18) is not constant, but is adjusted to the tensile stress of the supporting rod (3) such that a small radius is provided for small strains and a larger radius is provided for larger strains.
14. A process for the manufacture of a bridge according to any of claims 1 to 13, characterized in that two end points (8,9) of supporting rods (3) or bridge girders (2) are moved approximately vertically and that, during the movement, the end points (8,9) are supported against the pier (4) with a stabilizing device (15).
15. A process for the manufacture of a bridge according to any of claims 1 to 14, characterized in that the end points (5) and (6) of the supporting rod (3) are designed such that an angular rotation α relative to the bridge girder (2) can occur in the end point (5) and an angular rotation β relative to the pier (4) can occur in the end point (6) and that the sum of the angular rotations α plus β is larger than 85° and smaller than 260°.
16. A process for the manufacture of a bridge according to any of claims 1 to 14, characterized in that the end point (5) of the supporting rod (3) and the end point (7) of the bridge girder (2) are designed such that an angular rotation α relative to the bridge girder (2) can occur in the end point (5) and an angular rotation β relative to the pier (4) can occur in the end point (7) and that the angular rotation α is larger than 100° and smaller than 175° and that the angular rotation β is approximately 90°.
17. A process for the manufacture of a bridge, characterized by a combination of the first variant defined in claim 1 with the second variant defined in claim 1 as well as optionally according to any of claims 2 to 16.
18. A process for the manufacture of a bridge according to any of claims 1 to 17, characterized in that tension members made of strands and hydraulic strand lifters are used for raising the end points (9, 8).
19. A lift bridge (12), manufactured according to a process according to any of claims 1 to 18, comprising a pier (4) erected in an approximately vertical position as well as two bridge girders (2) with end points (7, 9, 14), characterized by two supporting rods (3) with end points (5, 6, 8), wherein one end point (5) each of a supporting rod (3) is hinged to one bridge girder (2) each and
    either
    the other respective end point (6) of each supporting rod (3) is hinged to the pier (4), wherein, starting from an approximately vertical position of the two bridge girders (2) and the two supporting rods (3), each bridge girder (2) is movable at its, in each case, one end point (9) approximately vertically along the pier (4), whereby, through said movement, the bridge girders (2) can, in each case, be brought into an approximately horizontal position and the moved end points (9) of the bridge girders (2) are, in each case, connectable to the pier (4), or
    one end point (7) each of each bridge girder (2) is hinged to the pier (4) and the other end point (8) of each supporting rod (3) is movable approximately vertically along the pier (4), starting from an approximately vertical position of the two bridge girders (2) and the two supporting rods (3), whereby, through said movement, the bridge girders (2) can, in each case, be brought into an approximately horizontal position and the moved end points (8) of the supporting rods (3) are, in each case, connectable to the pier (4),
    wherein, in both variants, the projecting end points (14) of the bridge girders (2) are, in each case, connectable to an abutment (11) or a further end point (14) of a further bridge girder (2).

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