DE19903310A1 - Compound support as steel support for bridge structure - Google Patents

Abstract

for bridge structure (1) as cover bridge the concrete flange (6) of the compound ready-made part support is formed as a full-surfaced shuttering component and with an adjacent compound ready-made part support forms the shuttering for the in-situ produced concrete plate. The concrete flange is connected by means of dowels in a forced locking arrangement with the steel support (5).

Description

The invention relates to a composite prefabricated support as steel Beam with flange concreted in the factory or in situ.

The invention also relates to a method for producing of composite girders, especially for bridge structures.

So far, bridge part constructions have been made of steel girders pre-assembled. The in-situ concrete was set up on the construction site poured. This had considerable amounts of structural steel Episode.

In the previous construction processes, the loads of the road were plate always applied to the steel beam. First the successor loads affected the cross-section of the composite. In this However, the steel girders show an unstable behavior during this phase through the installation on bracing in horizontal he and vertical direction must be met. These associations are but complex and expensive.

Prestressed concrete beams have also been used. The stake This method is mainly based on bridge building limited in special areas. You may a. not used are used for large bridges, oblique buildings with one Crossing angle less than 60 gon.

In addition to these administrative restrictions, the use of Precast prestressed concrete parts due to the high weight and thus associated transportation and installation difficulties and by mostly limited construction height with a span up to maximum 35.0 m possible.

The invention has for its object to date to purchase  increasing unstable behavior with the steel girder or the additional Chen installation of bracing, especially for bridges encounter buildings in horizontal and vertical direction, and this with the lowest possible weight of the individual elements.

It is not overlooked that by itself US 5,279,093 Steel girder with a concrete flange as a supporting grate for Application in parking garage construction are known. There will be two doors installed and cross plates are inserted between the flanges ben. More formwork elements are necessary to make a flat To achieve the system's load-bearing capacity.

Also known, especially for short spans up to maximum 15 m is one construction (DE-OS 26 45 064), all not suitable as a deck bridge. There they become a stabilizer only welded reinforcing bars used. The pre-concreted concrete flange is purely on the move, in The bare steel flange is subjected to pressure under construction. The supplemented concrete flange is only used as a stressed scarf element, not used as a load-bearing element. In the final state are the steel girders as a full slab with completely concreted in provided steel beams.

A composite beam according to DE 23 00 733 C2 only serves as Stiffening element.

According to the invention, the above-mentioned object is achieved by that for bridge structures as deck bridges the concrete flange of the Precast composite girder as a full-surface formwork element is trained and (with an adjacent composite finished partial girder) forms the formwork for the in-situ concrete slab.

The composite precast beams according to the invention have an effect finally bearing in the longitudinal direction of the building and are for lengths from 25 to 50 m span.

The composite prefabricated part carriers can also preferably be provided in more  Compartment arrangement over pre-concreted central crossbeams to one Continuous system must be connected before the start of loading.

Before the load begins, they can be in the abutment walls of the Pfei Clamped to form a frame system under construction be.

A frame system is a rigid connection between the superstructure and the substructures in the form of a frame corner. This clamping is realized via a connection reinforcement in the prefabricated part in the abutment wall. The prefabricated parts are placed on settling bearings and the abutment wall is reinforced and concreted up to the upper edge of the prefabricated part. This results in a rigid connection in the abutment wall. Such a frame system offers the following advantages:

• - less deformation of the superstructure
• - Reduction of the foundation through the supporting effect of Superstructure
• - Elimination of bearings and transition structures.

Under a continuous system, a rigid connection between the the adjacent prefabricated composite parts by the manufacturer understood an in-situ concrete crossbeam. The flow effect is by connecting reinforcement in the precast, which in the in-situ concrete integrates carrier, realized. In addition, high strength Threaded rods are arranged, which when receiving the Contribute support moment.

A lifting coupling device for the cross connection is advantageous intended. It is used to balance the flange level in cross direction and consists of a concrete in the flange of the respective VFT nated base plate and cantilever welded into it. Both bridging is a cantilever welded to a cantilever provided, each with the opposite cantilever can be screwed.  

It is important that the concrete flanges made of high-strength concrete, ins special grades larger than B 55 can be produced. So far high-strength concrete was considered too brittle in its fracture behavior en because the lanyards became stiff. Against now no stud bolts are used in this construction. Attention welded docked roller beams (double-T beams) can be in the middle be welded to the load-bearing steel beam and create thereby the connection steel / high-strength concrete. This is the Construction softer in the joint. The load bearing capacity of the Composite cross section is increased. The brittle failure behavior this avoids the headed pin. The ductile Tragwir The cross-section of the composite is increased, a robust structure created.

Another design can be used to manufacture more field systems between the individual beams be seen, center cross member and end cross member can before Concreting the road slab from in-situ concrete already concreted be.

It when the adjacent Ver prefabricated beams form the formwork for the in-situ concrete slab, because then you can do without your own formwork elements.

The concrete flange concreted onto the steel belt can form the stabilizer.

Angles can be used to initiate pressure in oblique systems sheets are welded onto the end face plate.

What is new and particularly cheap is that the concrete / steel cross-section is jointly burdened from the start.

Preferably, the upper steel flange of the steel beam we dimensioned considerably smaller than the lower one.

The implementation of a method according to the invention can thus  be carried out at the factory or in situ with a steel beam Concrete flange are provided, for bridge structures as deck bridges this concrete flange as a full-surface formwork element for the in-situ concrete is used and for the formwork the in-situ concrete slab te several of these composite prefabricated beams placed side by side become.

The composite precast beams can be used as formwork for the site concrete pavement can be used.

The steel beams are advantageous during concreting in Precast plant by pressing in the middle of the beam with a nega tive field moment biased to compressive stresses in the lower Flange of the steel beam and tensile stress in the upper concrete flange (see also AT-PS 336 847).

By the measure of the invention, the development of the VFT Trä The low weight and higher material strength decrease of the steel. It can be used for both single field and Continuous systems are used. For beams over 40 m in length can box girder cross-sections as they are significantly torsional are stiffer than I-shaped cross-sections.

The procedure can be the following: the VFT carrier will transported to the construction site on a flatbed truck. The carrier will lifted onto the mounting structure and in the transverse direction with the other VFT carriers coupled. With multi-field systems the precast upper straps in the central cross member by overlapping Reinforcement encountered. Then support and end cross members concreted and creates a continuous effect. It also arises a torsional restraint that the VFT beams during the Beto secures the pavement plate against tipping.

In addition to numerous advantages, the following should be mentioned: the side-by-side VFT beams only have one longitudinal joint, compared to many joints in the transverse direction in conventional finishing partial formwork elements. The training of single field systems as  The framework is above all for systems that are susceptible to vibrations an advantage because the natural frequency increases due to the frame effect and the amplitudes become lower.

With the production of essential parts of the structure (steel beams and flange) already in the factory is a high processing quality activity achieved.

Thanks to the participation of the concrete flange already in the construction stage the masses of structural steel decrease significantly.

Due to the elimination of the time-consuming work "Installation Kippver volumes "and" shells in-situ concrete slab "can be used in one building much shorter time. This is evident both in investment costs and in economics costs by largely avoiding a possible handicap through the construction measures.

A structure with VFT beams has a longer service life than Ver bund structures with precast slab formwork.

The desired increase in payload when changing use of the structure can be relatively easily by welding can be achieved by reinforcing tabs. This advantage is too given for repair measures.

The stiffness of a VFT beam can be increased by that the lower chord side, especially with the hollow steel box, through high-strength concrete supplemented and pre-stressed at the cracking (Transition to state II) is prevented.

The subclaims not mentioned here form part of the Be spelling, but are not repeated here.

An example embodiment of the invention is now intended to Reference to the accompanying drawings are explained in more detail in to whom:

Fig. 1 shows a longitudinal section through a building with a superstructure on abutments;

Fig. 2 is a top view of Fig. 1;

Fig. 3 shows a first variant of a composite part carrier in section;

Fig. 4 shows another variant of the composite finished part carrier with box girder in cross section;

Fig. 5 shows a cross section of several composite prefabricated parts according to the invention in bridge cross section;

Fig. 6 shows a variant with box girder in section, the central cross member is shown with two supports;

Fig. 7 shows a welded assembly joint on Stützquerträ ger in plan;

Fig. 8 is a section of Figure 7 along the line AA, wherein a cross member with tab joint is shown.

Fig. 9 shows a variant of Figure 7, this time not welded ver, but screwed;

Fig. 10 is a section along the line AA of Fig. 9;

Fig. 11 shows several composite prefabricated beams that bind in an end cross member, using the example of a crooked structure;

Fig. 12 is a detail section through Fig. 11;

Figure 13 is a detail in plan view of Figure 11;

Fig. 14 shows a lifting structure for coupling precast girders in the transverse direction of the bridge, with this construction to provide height adjustability of the two precast girders;

Fig. 15 is defined a frame system;

Fig. 16 illustrates a Rahmeneck; and

Fig. 17 illustrates a flow system.

In the figures in detail, Figures 1 and shows.. 2 is a longitudinal section through the structure with a superstructure from VFT-carriers (VFT = Composite finished part) 4 on two abutments 2 and a support 3. Elements 2 and 3 are conventional. The superstructure 4 is constructed according to the invention from a plurality of prefabricated composite part carriers, which are described in more detail below. As just explained below, such a superstructure is composed of steel beams 5 , concrete flanges 6 and in-situ concrete slab 7 , six prefabricated composite beams per field; 6 and 12 are in the construction shown in FIGS. 1 and 2 before.

Fig. 3 shows a standard carriers 5, 6. Steel beam 5 and Be tonflansch 6 are already verbun via compound 13 . Instead of the welded steel girder, a roller girder with a welded tab on the lower flange can be used.

On the upper steel flange 9 of the beam is the concrete flange 6 , which was already concreted in the precast plant, but in any case before installation. Shorter connecting means protrude into the concrete flange, e.g. B. head bolt plug 13 into it. The concrete flange has a connecting reinforcement 10 , which will later become a composite concrete slab. In addition, higher connec tion means 10 over the concrete flange in the later in-situ concrete. The steel girder is provided in a manner known per se with a steel girder web 8 and an upper steel girder flange 7 next to the lower steel girder flange 9 . Concrete is poured onto the upper flange 9 , which together with the beam 5 , 6 forms the finished prefabricated component (VFT) 5 , 6 and, at the same time, serves as formwork for the pavement with other composite prefabricated beams. At the same time, it has the function of a supporting member.

The head bolt anchors provided for example (other composite means are of course also applicable, which are welded, for example, to the upper steel flange 7 in order to make the connection) can be staggered in height. While one part in the concrete belt 5 , 6 integrates, the other part with the heads 13 makes the connection in the Ortbe clay supplement (in-situ concrete slab).

The variant shown in Fig. 4 of the composite prefabricated girder with box girder in cross-section z. B. Use with larger beam lengths, in particular 35 m, in order to achieve greater torsional rigidity. Otherwise, the structure is analogous to FIG. 3.

Several composite prefabricated parts (VFT) according to the invention can be seen in the bridge cross section of FIG. 5. The same reference symbols have the same meanings as in other figures. The steel beams with concrete flange 5 , 6 and the composite means 13 on abutments 2 are nice to see.

Fig. 6, which shows a variant with box girder in section, shows a central cross member with two supports. The whole thing rests on pillars 3 . The detail of FIG. 7 explains a mounting joint as a tab joint 16 on the cross member in the plan. Vent holes 17 improve the design.

Fig. 8 (section to Fig. 7) shows an assembly joint using the example of a skewed structure in the area of the support beam. For the assembly joint, the upper flange of the steel girder protrudes halfway into the in-situ concrete support cross girder. The two steel girders are connected to each other via welded steel brackets. A longitudinal reinforcement is designated by 11. The position of the tab joint 17 is clearly visible. End plates 14 and angle plates 15 complete the construction, which rests on a pipe 13 . A continuous effect is achieved by concreting the in-situ concrete crossbeam.

Fig. 9, which shows a variant of Fig. 7, is old screwed natively and not welded, as can be seen by the indicated screws 18 at the tab joint 16 . Vent holes 17 ensure proper compression of the concrete.

Fig. 10 shows a variant of the support cross-member joint. Several composite prefabricated girders, which are integrated into an end cross member, are shown. The construction is screwed (screws 18 ). The continuous longitudinal reinforcement 11 can be seen, as can the end plates 14 and angle plates 15 already mentioned in another figure.

Fig. 11 shows several composite prefabricated girders that tie into an end cross member, using the example of an oblique building. In the case of oblique-angled structures, it is known that the compressive forces must be entered at right angles to the steel girder axis. For this purpose, steel angles 15 are attached to the end plate 14 according to FIG. 11, which ensure a vertical introduction of the pressure force (for details see FIGS. 12 and 13). This possibility of introduction exists both on the end cross member and on the support cross member.

Fig. 12 is a detail cross section through Fig. 11, Fig. 13 is a detail of Fig. 11, this time in plan. Referring to FIG. 12, the construction is seated on the abutment 2; from the end plate 14 , for example, head anchors extend into the concrete. The plan view of the steel girder 5 with the web 8 , flanges 7 , 9 and the concrete flange 6, which has already been manufactured in the factory, for example, by means of a compound 13, can be seen in the top view. The concrete flange ( Fig. 1 to 14) is usually cast in 10 to 12 cm thickness.

Fig. 13 shows the rest, for example, welding between the end plate 14 and steel girder 8 . The end plate 14 are associated with angle plates 15 .

Fig. 14 shows the lifting structure for coupling the precast beams in the transverse direction of the bridge. The finished parts lie next to each other. The coupling is established as follows:
Round steel anchors 19 are already concreted in the factory; Steel sheets are placed on a mortar bed 25 and screwed. Another steel sheet is welded up to a welded connection profile 21 at right angles to the existing horizontal steel sheet. The two concrete flanges are pulled to the same height via a flat iron 24 and a lifting pin 23 . The flanges are then articulated to one another by means of a connecting bolt 22 . The flat iron 24 was moved to leveling mortar 25 .

In Fig. 14 it can be seen next to the longitudinal reinforcement 11, the reinforcement must Querbe 12th

Fig. 15 discloses a framing system VFT carriers 4, which include a Rahmeneck 29 in the abutments. 2

In FIG. 16 a detail of Rahmenecks 29 to see. Here is the VFT beam 4 with the connecting reinforcement and a 90 ° bent and doweled steel flange in the abutment wall 2 . 28 is a settling camp.

Fig. 17 shows the creation of the continuous system using Ortbe tonquerträger. The connecting bars of the prefabricated concrete element bind in. In addition, the tensile force of the flange can be transmitted via high-strength threaded rods 26 which are screwed to brackets 27 .

Reference list

1

Bridge structure

2nd

Abutment

3rd

pier

4th

Precast composite beams

5

Steel beam

6

Concrete flange

7

Steel girder flange at the top

8th

Steel girder web

9

Steel beam flange below

10th

Reinforcement

11

Longitudinal reinforcement

12th

Cross reinforcement

13

Compound funds

14

Faceplate

15

Angle plates

16

Tab joint

17th

Vent holes

18th

Screws

19th

Round steel anchor

20th

Sheet steel

21

Connection profile

22

Connecting bolt

23

Lifting bolt

24th

Flat iron

25th

Leveling mortar

26

high-strength threaded rod

27

Steel console

28

Drop bearing

29

Frame corner

Claims (27)

1. composite girder as a steel girder with a factory-concreted flange, characterized in that for bridge structures as deck bridges the concrete flange ( 6 ) of the prefabricated girder is designed as a full-surface formwork element and (with an adjacent gypsum precast girder) forms the formwork for the in-situ concrete slab. 2. Carrier according to claim 1, characterized in that the concrete flange ( 6 ) via composite means, in particular dowels, is positively connected to the steel beam ( 5 ). 3. Carrier according to one of the preceding claims, characterized in that the steel carrier consists of an upper ( 7 ) and lower ( 9 ) flange and one or more webs ( 8 ) between these flanges, the upper steel flange ( 7 ) we considerably less than the lower one can be dimensioned. 4. composite carrier according to claim 1, characterized in that he as bearing only in the longitudinal direction of the building and for Lengths of 25 to 50 m span is formed. 5. A carrier according to claim 1, characterized in that it in Ver the structure with each other before the start of loading with cross beams tied and secured against tipping. 6. Carrier according to one of the preceding claims, characterized in that for the production of multi-field systems between the individual carriers, a tab joint ( 16 ) with a concrete location concrete cross member is provided. 7. Beam according to one of the preceding claims, characterized in that individual composite prefabricated beams in the transverse direction with each other, in particular via welded tabs ( 16 ) are coupled. 8. Carrier according to one of the preceding claims, characterized ge indicates that the center beam and end crossmember before Concreting the pavement slab from in-situ concrete. 9. Beam according to one of the preceding claims, characterized in that the concrete flange concreted onto the steel belt ( 6 ) forms the beam stabilizer (against tipping). 10. Carrier according to one of the preceding claims, characterized in that for introducing pressure in oblique-angled systems, angle plates ( 15 ) are welded onto the end plate of the carrier. 11. Carrier according to one of the preceding claims, characterized characterized in that the concrete / steel cross-section is jointly resilient. 12. Carrier according to one of the preceding claims, characterized characterized in that the VFT carriers combined into single-field systems are designed as a frame system. 13. A carrier according to claim 1, characterized in that it in Multi-field arrangement via pre-concreted center crossbeams into one Continuous system are connected before the start of loading. 14. Carrier according to claim 1, characterized in that it before the load begins in the abutment walls (the pillar) Formation of a frame system under construction are clamped. 15. A carrier according to claim 1, which in the transverse direction by a Lifting / coupling device are connected. 16. A carrier according to claim 15, characterized in that the Lifting / coupling device, to balance the flange levels in Transverse direction, made of concrete concreted in the flange of the respective VFT Base plate and cantilever plate welded to it, in regular Gaps, and bridging both with one  Cantilever welded cantilever is provided, which with the opposite cantilever is screwed. 17. A carrier according to claim 1, characterized in that its Concrete flanges made of high-strength concrete (especially larger grades B 55) are manufactured. 18. Carrier according to one of the preceding claims, characterized characterized in that for the subsequent change of use ampl Kungsflansche are welded to the lower steel girder flange. 19. Composite precast girder, in particular according to claim 1, characterized in that the steel girder is a hollow box girder ( Fig. 4), wherein, in particular laser-welded, transverse stiffeners are provided within the hollow girder. 20. prefabricated composite support according to claim 1, characterized records that the lower girder with concrete, especially high solid concrete (especially quality greater than B 55) reinforced and with Tendons is prestressed. 21. Composite precast member according to one of the preceding An say, in which the concrete flange made of high-strength concrete (quality greater than B 55) and the composite means between load-bearing Steel girder upper belt and concrete made of welded in the middle docked rolled double T-beams exist. 22 composite prefabricated part carrier, in particular according to claim 1, because characterized in that it is free from any upper steel flange is and has only a lower steel flange and that be Perforated sheet metal and with the longitudinal reinforcement with the concrete belt connected is. 23. Process for producing composite beams, using steel Provide the girder with a concrete flange at the factory or in situ for bridge structures as deck bridges of this concrete flange is used as a full-surface formwork element for in-situ concrete  and for the formwork of the in-situ concrete slab several of these composites precast beams are placed next to each other. 24. The method according to claim 23, characterized in that the VFT before concreting the pavement over the support and end cross beams are connected to each other. 25. The method according to claim 23, characterized in that the prefabricated composite girders thus manufactured as formwork for the In-situ concrete pavement can be used. 26. The method according to any one of claims 23 or 24, characterized ge indicates that the steel beams during concreting in Precast plant by pressing in the middle of the beam with a nega tive field moment are biased to compressive stresses in the lower flange of the steel beam and tensile stresses in the upper Enter the concrete flange. 27. The method according to any one of claims 23 to 26, characterized ge indicates that the concrete flange made of high-strength concrete (ins special quality greater than B 55) is produced and between tra steel girder upper belts and concrete centered rolled supports be welded on to secure the bond.