WO2016020494A1

WO2016020494A1 - Supporting elements of a supporting structure, corresponding connection elements, and devices and methods for producing same

Info

Publication number: WO2016020494A1
Application number: PCT/EP2015/068195
Authority: WO
Inventors: Christoph Grevener; Petra Lawrence
Original assignee: EcoEnterprises GmbH
Priority date: 2014-08-06
Filing date: 2015-08-06
Publication date: 2016-02-11
Also published as: DE102014011735A1; EP3177788A1

Abstract

The invention relates to supporting elements and to the connection elements thereof of an at least two-part shell, beam, or framework supporting structure (1), which is made of a metal material and in which fatigue is primarily relevant to the dimensions, for any application and in any geometry. The invention is characterized in that the supporting elements (2.1 to 2.n) of the complete structure or individual structure portions are pretensioned partially or all around on one or more planes on the inside or outside by means of tensioning elements (3.1 to 3.m) at a bracing angle (β) and/or by means of operating loads to such a degree that the stress of each individual supporting element under all expected operating loads, even under extreme loads, always occurs in the pulsating stress range according to the threshold tension ratio 1 < R < ∞ or R = - ∞ such that the fatigue strength is increased in a manner which is customary for metals. Material grades with an increased yield strength in particular, i.e. high-strength structural steels with yield strengths of 460 MPa to 1300 MPa and higher or high-strength wrought aluminum alloys of the group 7000 with strengths of up to ca. 700 MPa and higher, are used. The structure is reinforced in a controlled manner by means of supporting elements with a large cross-section and/or by profiling the supporting elements with seamlessly rolled ribs (Rp), beads, curved structures, or the like and/or by using composite sandwich designs, and the supporting elements are hot rolled. Plug connection elements (S1 to Sx) and special elements for transferring the pretensioning force 5.1 or 5.2 are used to connect and pretension the supporting elements and/or individual framework portions which are pretensioned by the tensioning elements. Interfaces which are not pretensioned by the tensioning elements are connected either directly via bolt connections (Bz) or by means of screw-pretensioned plug connections (SV1 to SVn) or via post-treated welding seams. The invention further relates to devices and methods for producing the supporting elements.

Description

Supporting elements of a supporting structure, associated fasteners, and apparatus and methods for making the same

The invention relates to supporting elements of a supporting structure according to claims 1 to 8, and the associated connecting elements according to claims 9 to 21. The invention also relates to devices and methods according to claims 22 to 38 for the manufacture of the supporting elements.

The present invention relates to supporting elements and connecting elements, i. H. Components of stationary and moving load-bearing, mechanical structures, in particular large structures, which can be realized in lightweight construction. Under large structures are supporting structures or structures with dimensions of a few meters to several hundred meters to understand, such as bridges, towers of wind turbines, masts, etc. In the following, the term structures is used as a synonym for load-bearing structures, since structures the largest Represent application potential. At least parts of this invention are also transferable to other supporting structures, such as railcar chassis, truck frame, aircraft wings, etc. Such applications should not be excluded by this terminology.

For the production of load-bearing structures or structures supporting elements with correspondingly large cross-sections and sheet thicknesses or wall thicknesses are required. In the steel sector, so-called heavy plates in the sheet thickness range from 3mm to over 100mm are used. The use of aluminum is limited due to the high cost of materials to special applications in which it comes to a very low weight, such as applications in aircraft. The wall thicknesses usually used for aluminum are significantly lower and are in the range of a few millimeters.

Load-bearing mechanical structures have the task in the art of absorbing loads, in particular individual loads from tensile and / or compressive forces, surface loads, as well as bending and / or torsional moments. Loads can be uniform or variable, ie static or dynamic. The designer must design a load-bearing structure so that the applied loads will endure without breakage during the given service life. In this invention, it is primarily about increasing the fatigue strength of dynamically stressed structures. For this purpose, the supporting elements are designed, manufactured and connected in a special way. Supporting elements in the context of this invention are rod elements, beam elements, pipe elements, and shell elements. Bar elements can absorb tensile or compressive forces. This distinguishes rod elements of ropes, which can only absorb tensile forces. Under a beam is understood in mechanics a structural element whose transverse dimension is small compared to its longitudinal dimension and which is not only loaded in the direction of its axis, but also transversely thereto and consequently receives not only tensile and compressive forces, but also bending moments. Comparable properties have pipe elements. A shell in the mechanical sense is a flat support element which is curved single or double (spatially) and which can absorb loads both vertically and in its plane. Structural structures or structures are composed of at least one of these basic elements. Accordingly, this invention thus extends to bar structures (so-called trusses), beam structures, shell structures or mixed forms in which different load-bearing elements are combined.

Since the present invention enables broadband applications and can not be dealt with in detail at this point on all conceivable load cases and structural embodiments, the explanations, with regard to the claimed inventive features, by way of examples, with which the problem can best be explained. Typical examples are especially long, slender structures under high Axialdruck-, bending and fatigue stress, such as masts, towers, pylons, rigs of oil rigs, etc. The long and slender shape is vibrational and if it is shell structures, beulgefährdete structures. Accordingly high are the requirements for dent resistance and fatigue strength of the support elements used. The features of the invention should not be limited to these examples, but mutatis mutandis to other structural forms and load cases be transferable. It will be readily apparent to those skilled in the art to apply the principles of this invention to other structures and load cases. The supporting structures themselves are therefore not subject of this invention, but are for illustrative purposes only.

Fatigue in material technology is a material failure under varying or oscillating load. Under the influence of tensile stresses, cracks form, which eventually lead to breakage as the growth proceeds and limit the component life. Load-bearing structures should therefore be designed so that no fatigue failure occurs during their service life. The stresses sustained by a component permanently under oscillating load are generally lower for all materials than the stresses that are endured under static stress. The connection is based on material-specific Wöhler curves. Steel materials with cubic body centered lattice show a pronounced fatigue strength above a limit number of cycles of 10 ^Λ 6 (1 million) load cycles. Aluminum with cubic face-centered lattice has no pronounced fatigue behavior. Fatigue strength is therefore assumed to be above an application-dependent limiting cycle number of 10 ^Λ 7 or 10 ^Λ 8 load cycles, at which the Wöhler curve drops only slowly. Magnesium alloys show a fatigue behavior which is intermediate between that of steels and most of the aluminum alloys, ie the decrease of the Wöhler curve of magnesium alloys is so low that one can speak of pronounced fatigue strength. However, due to their very high costs, magnesium alloys have little significance in structural engineering, so that this group of materials will not be discussed explicitly below. However, the principles of this invention are also applicable to this group of materials.

However, the stresses that components can endure depend not only on the material, but also on the manufacturing process, the design and the type of load (medium tension in the tensile or compressive area). By notch effect, the actually tolerable stress under fatigue load can be significantly lower than the Wöhler curve for the base material pretends. In this context, in particular, the connection technology plays a decisive role, since, for example, screw holes and welded joints always cause a notch effect. In the case of welded joints, residual tensile stresses form during the solidification of the melt. In addition, structure changes and ductility losses occur which, in combination with the residual stresses, lead to a reduction of the dynamic strength.

In addition, the fatigue strength of metallic materials can be completely lost under the influence of corrosion. This is what is known as vibration corrosion cracking, which is difficult to detect and therefore particularly dangerous.

The present invention is based on the problem that, in structures subject to high fatigue strength, the static strength potential, in particular of high and ultrahigh-strength materials, depending on the manufacturing process, design and type of stress (tensile, pressure, corrosion, etc.), is not optimally utilized in many cases can be. In the case of heavy fatigue loading (high number of oscillating cycles combined with high dynamic loads), the fatigue strength, which is significantly lower than that of static strength, determines the dimensions. However, the fatigue strength of high- and high-strength materials does not increase proportionally to the yield strength. The disproportionate gain in static strength can therefore not be exploited under heavy fatigue loading. The present invention is also based on the problem that long, slender axial pressure or bending-stressed shell structures are sensitive to beeping. The sheet metal shells used must be locally reinforced by so-called Beulsteifen. This is usually done by welding and deteriorates the notch class or leads to correspondingly higher costs and component weights. In order not to compromise the notch class and keep costs low, new manufacturing processes are required.

In addition, a flexible adaptation of load-bearing elements to the applied loads is desirable. The load can change in the longitudinal direction of the load-bearing element, for example when several different individual loads and / or bending moments act. A simple example is the cantilevered cantilever beam. A force at the free end generates a bending moment load via the lever arm, which steadily increases towards the clamping point. In this context, cantilever beams with a constant cross-section have the disadvantage that the material is not optimally utilized optimally in places with a lower bending moment load. To reduce weight, it may therefore be expedient to adapt the cross section in the longitudinal direction of the supporting elements to the respective acting loads. In beam and frame structures therefore an approximation of the cross section is often made to the stress profile. By cross-section adaptation or coving bearing elements can be used for the largest carrier area a statically adjusted, smaller profile cross-section and thereby material can be saved.

Within a structure of composite supporting elements, the adaptation is relatively easy, since the dimensions of the individual elements can be changed. For example, elements with larger or smaller dimensions can be assembled. However, the realization of variable dimensions within a structural element is more difficult. A typical example of a variable section load bearing element is a double T-shaped support beam with non-parallel flanges. Such wide flange with non-parallel flanges are currently produced only by welding together individual sheets. However, the joints result in a downgrade of the notch class and lower fatigue strength over standard wide flange beams. Standardized wide flange beams are manufactured seamlessly by hot rolling. This allows the current best notch class 160. However, with the prior art methods available, only parallel flanges can be produced. The seamless hot rolling non-parallel flange wide flange is not currently possible. In order to produce such high-bit-strength and fatigue strength support beams, special hot rolling methods and apparatus are required. To the high fatigue strength of the support elements by welding at Assembly of the structure not to make up for it again, in addition, alternative fasteners high notch class are needed.

The fatigue strength-bearing elements, as well as supporting structures made therefrom, thus stands in the foreground of the following statements. The object of this invention is to provide lighter, stiffer and fatigue-resistant support elements with variable cross-sections, as well as fatigue-resistant fasteners for the construction of large dynamically loaded structures. This object is achieved by the features specified in claim 1. Advantageous embodiments of the supporting elements, as well as the connecting elements are the subject of the dependent claims 2 to 21.

It is also an object of this invention to provide apparatus and methods for making the structural members. The relevant prior art, as well as the tasks to be solved for the production of the supporting elements are described for reasons of clarity in Figures 14 to 21. The solutions according to the invention with regard to the methods emerge from the features specified in claim 22. The solutions according to the invention with regard to the devices result from the features specified in claim 33. Advantageous embodiments are the subject of the dependent claims 23 to 32 and 34 to 38th

Lightweight and rigid structures can be achieved by using low density, high strength metallic lightweight materials combined with optimal mass distribution. Preferred lightweight materials in this invention are, according to the prevalence and the state of the art in structural engineering, especially high and very high strength structural steels S460 to S1300 with yield strengths of 460MPa to 1300MPa and higher.

Standard-strength steel grades with yield strengths below 460 MPa, for example the classic structural steels S235 and S355, are likewise the subject of this invention, since the features according to the invention can also be used to advantage in these steels.

For special applications made of aluminum, high-strength alloys with strengths of up to approx. 700 MPa and higher are of particular interest. These are the formable, hardenable aluminum wrought alloys of group 7000, such as the aluminum-zinc alloy 7068. In principle, at least individual features of this invention by a person skilled in the art on magnesium alloys, as well as composites of sheet metal and plastic or sheet metal and metal foam transfer. Due to the complexity, however, it is not possible to address the sometimes very specific features of these materials in the context of this invention. However, the stress on individual features for these materials is basically intended. In order to To use the strength of these materials to the advantage of lightweight construction under dynamic load, the fatigue strength must be raised to a higher level. This essential aspect of the invention will be discussed in detail later.

An optimal mass distribution as a prerequisite for particularly light, stiff structures results, according to the theorem of Steiner, by appropriate design of the cross-sectional geometry. The cross-section is chosen by the structural engineer so that with the least possible use of material the highest possible moment of inertia or resistance results. In the case of particularly flexible structures, the cross-sectional dimensioning must also comply with a sufficient safety distance to the critical resonance frequencies of at least 5%. In special applications, fluidic or aerodynamic requirements may also be added, such as in aircraft wings and rotor blades of wind turbines.

The global buckling resistance of structures, also known as buckling stability, is dominated by the dimensioning of the load-bearing cross-sections. The task of the structural engineer is to find the best compromise with regard to the cross-sectional external dimensions (height and width or diameter) and wall thickness. The task may be, for example, to optimize the diameter and wall thickness of a supporting steel tube in shell construction. Small external cross-sectional dimensions in connection with large wall thicknesses are problematic in the shaping, in particular in a bending deformation, since high forming forces are necessary. Cross-sectional enlargements allow smaller wall thicknesses and, for the same rigidity, lower component weights, but can make it difficult to transport the components when certain dimensions are exceeded. With decreasing wall thickness, another problem arises in the case of thin, long shell mills under high axial pressure, since locally the permissible buckling stress can be exceeded. These areas must be stiffened by the designer. This problem exists in particular for high and ultra high strength materials, if the increased material strength is used to reduce wall thickness. Without cost-effective stiffening process, the cost-effectiveness of the use of these materials is in question.

According to the invention, it is proposed to use sheets with integrated stiffeners, in particular with integrated ribs. Alternatively stiffening beads can be used. Beading is easier to produce, for example, by folding, but are not as universally applicable as ribs. Ribs are often used to stiffen cast components. The ribs can be molded into the mold as a cavity and thus seamlessly integrated into the component during casting. Ribs are in metal shells only in welded form prior art. But welded ribs are with one unfavorable notch class connected. In order to achieve the best possible notch class 160, methods and devices for producing the ribs in the rolling mill are proposed in the context of this invention. The production takes place as part of a hot forming above the recrystallization temperature on special profile rolling mills.

Devices and methods of this profile rolling mills are designed so that not only the known support profiles (T-beam, double T-beam, U-profiles, etc.) can be manufactured with a constant cross section, but also the bearing elements according to the invention with integrated ribs, hereinafter also called shell support elements or sheets with integrated ribs. The ribs are longitudinally, i. arranged in the rolling direction of the sheets and may have constant or variable distance from each other. Sheets with two parallel or wedge-shaped ribs constitute the preferred embodiment. This embodiment can be produced inexpensively.

However, depending on the rigidity requirements of the particular application, it may be necessary to use plates with more than two ribs. Embodiments with more than two ribs are therefore also the subject of this invention. The apparatuses and methods according to the invention and the arrangement of the apparatuses in the rolling mill are designed in such a way that the production of supporting elements with more than two ribs is possible.

The devices and methods of the rolling mills according to the invention are also designed so that not only profiles with constant cross sections, but also with load-adapted, variable cross sections can be produced thereon. The concepts according to the invention form the basis for a fully flexible rolling mill for the production of customized solutions. All structural components produced on the profile rolling mills are characterized by their high static and dynamic material strengths. For this purpose, the profiles are rolled above the recrystallization temperature and annealed or post-treated at the end of the profile rolling mill.

The fatigue strength of structures is, as already mentioned above, not only dependent on the manufacturing process, but also on the type of load. Further influences on structural fatigue have the connection technique, the material used, and corrosion phenomena. Types of load are differentiated as follows, depending on the limit stress ratio R: compressive stress (1 <R <ZXD, R = -DO), alternating stress (- oo <R <-1, R = -1, -1 <R <0) and Tensile stress (R = 0, 0 <R <1). The limiting voltage ratio R sets itself off the ratio of the lower to the upper tension of a swinging game together. The load can alternatively be described via the medium voltage. The medium voltage corresponds to a static bias, which shifts the oscillatory play by a fixed positive or negative voltage amount.

It is known that metallic materials can withstand under compressive stress significantly higher voltages than in the areas of alternating or Zugschwellbelastung. In the area of the pressure threshold stress, crack initiation or crack growth are delayed or completely suppressed. This effect is material-dependent and more pronounced for aluminum than for steel. In the case of unwelded steel components, which are only subjected to pressure, the fatigue strength is increased by a factor of 1.6 in accordance with the Guidelines for Shipbuilding and Offshore Wind Turbines of Germanischer Lloyd. In the case of welded steel components, the order of magnitude depends on the magnitude of the residual stresses and on the time sequence of the load. With variable load cycles, the factor is still 1, 3. Under load with constant load change height under pressure threshold stress no residual stresses in the welds are reduced. The welded component in this case receives no strength bonus.

According to the prior art, it is possible to reduce residual stresses in the welds by aftertreatment with high-frequency hammering method and thus to increase the notch class. The lower residual stresses in turn lead one to expect that the previously mentioned correction factors for welded components in the pressure threshold range can tend to be increased. However, the procedures are currently not certified. Therefore, emphasis will be given below to the increase in the fatigue strength of non-welded components, in particular how a pressure impact load which has a favorable effect can be specifically brought about. Experienced experts can transfer these aspects to welded, post-treated components as soon as the handling of post-treated welds is explicitly taken into account in the regulations.

Whether or which areas of load-bearing structures are subjected to pressure threshold stresses depends on the design and load case. By special constructive designs pure pressure loads of the load-bearing elements can be achieved, for example, in constructions based on the principle of an arc. However, this design possibility is limited to a few applications, such as bridges. Another broadband option that can be used is the targeted use of prestressing forces in order to bring about pressure loads in structures. Prestressed structures are state of the art in concrete structures. Since concrete bears only low tensile stresses but very high compressive stresses, concrete parts that are loaded on train, may be biased. Even with steel structures, in some cases, such as bridges, guyed masts and hall constructions, the principle of prestressed construction methods is used. By bracing with ropes or tension rods stabilization of the supporting elements is achieved. By stabilizing the load-bearing elements are statically relieved. By means of such stabilizing dressings, slimmer cross sections can be used and material can be saved.

The present invention for structural elements of steel and other metallic materials is different from these prestressing concepts. Not the static relief is in the foreground, but the development of strength potentials in the area of fatigue. The high static yield strength of metallic materials can often not be used in structures in which the comparatively low fatigue strength determines the design. In order to exploit the yield strength, the fatigue strength must be increased.

According to the invention, the prestressing is to be used to increase the fatigue strength, in particular of steel and aluminum structures. The bias voltage is used according to claim 1 mainly for targeted displacement of the load in the fatigue strength particularly advantageous for the fatigue strength. This has the consequence that the load on the structure initially not reduced, but even increased by the bias. Particularly advantageous in this context is the use of high or high-strength material grades. High- and high-strength steels endure very high static loads, but only comparatively low fatigue loads. The same goes for aluminum. The increased static strength or yield strength of these materials is used according to the invention to absorb the additional load as a result of the bias, while increasing the fatigue strength due to induced compressive stresses.

The compressive stresses as a result of the prestressing increase the risk of peel-shells, especially if the increased material strength is also used to reduce the wall thickness. The additional buckling stress is compensated according to the invention by using particularly bulge-resistant cross sections. The high dent resistance results above all through the use of special stiffening elements, such as beads or rolled-in ribs.

In addition, the bias voltage according to the invention also serves to produce particularly low-fatigue connections between the load-bearing elements. this makes possible Structures with high notch class and fatigue strength. The bias also reduces the risk of cracking of the material. The risk of stress corrosion cracking in dynamically loaded structures is avoided or greatly reduced. As a result, the durability of structures is improved even under the action of corrosion overall. In order to be able to use the material potentials in the pressure threshold range, the limiting stress ratio in the load-bearing elements must always be 1 <R <oo or R = - oo under all expected operating loads, ie even under extreme loads. The determination of the required biasing force is controlled by the skilled person and is based on FEM calculations. It only has to be proven that tensile stresses can never occur in all load-bearing elements in all operating states.

In the following, it is assumed that the load-bearing elements are prestressed in the direction of their longitudinal axis or at a specific angle thereto (maximum 45 ° to the longitudinal axis). A bracing in the direction of the longitudinal axis of the supporting elements (angle 0 °) takes place when the entire biasing force is to be used to reduce the fatigue load. At a maximum of 45 ° is tautened, if in addition a lateral stabilization is desired and enough space to accommodate the clamping elements is available. If the lateral stabilization and not the increase in the fatigue strength in the foreground, can also be tautened at an angle of more than 45 °. The lateral stabilization reduces the vibration amplitudes and deformations of the structure and thus also contributes to the reduction of the fatigue load.

However, in order to complement the effects of reduced fatigue loading and increased fatigue strength in the pressure threshold range, higher preload forces are needed. The background is that the bias voltage is divided into a horizontal component with lateral stabilization effect and into the vertical component for biasing the load-bearing elements into the pressure threshold region. In order to shift the load of the load-bearing elements into the pressure threshold area, higher total prestressing forces are necessary than is the case with pure stabilizer dressings. An essential aspect of this invention is the basic idea of biasing the load-bearing elements in the direction and height so that the load shifts to the pressure threshold range. This can possibly be linked to a lateral stabilization. For this purpose, a bracing angle> 0 ° is selected to the longitudinal axis of the supporting elements. The optimal bracing angle can be determined by the designer according to the required force components. The proportion of the prestressing force which is to be transmitted as compressive prestressing to the load-bearing elements must act as evenly as possible and exactly perpendicular to the cross-sectional areas of the load-bearing elements. This is achieved according to the invention by special elements for transmitting the prestressing force, which are attached to the ends of the carrying elements. The corresponding explanations for this purpose will be made later with reference to the figures for the fasteners.

In the context of this invention, the connecting elements include tensioning elements for generating the pretensioning force, corresponding fastening and adjusting elements, elements for transmitting the pretensioning force and plug connections. All connecting elements are characterized by the highest possible notch classes and fatigue strength. Further explanations will be given later with reference to figures. In principle, the bias can also be done with other connecting or clamping elements, according to the prior art, with corresponding reductions in terms of static strength and fatigue strength. For the structure this means a correspondingly unfavorable weight balance and higher costs.

In addition to the previously explained possibility of increasing the fatigue strength via a displacement of the medium stress (preload in the pressure threshold range), there are further potentials to increase the fatigue strength. The fatigue strength of high and high strength steels increases with the yield strength. However, the fatigue strength does not increase in proportion to the yield strength compared with normal strength steels, but is correspondingly lower. In a publication of the International Institute of Welding "Influence of parent metal strength on the fatigue strength of parent material with machined and themally cut edges" is described the increase of the fatigue strength on the curves for different yield strengths from 240 to 900 MPa For non-welded steels, the regulations for shipbuilding and offshore wind turbines of Germanischer Lloyd describe the determination of the correction values for the influence of material or yield strength in steels According to the relation f _m = 1 + (f _yk - 235): 1200 For a S460 (f _yk = 460MPa), fatigue strength is higher by a factor f _m = 1, 19 than for a S235 (f _y k = 235 MPa). The steel S460 thus has about 20% higher fatigue strength than a S235 Almost twice as high yield strength as shipbuilding and offshore applications currently only use steels with a yield strength up to 460MPa, the above relationship for the determination of the factor f _m has hitherto been limited to such steels. Due to the above-mentioned curves of the NW (International Institute of Welding), even higher fatigue strengths result for steels with yield strengths above 460 MPa. In this invention, it is assumed that the regulations are expanded with appropriate demand development, or issued an approval in individual cases becomes. It is important in this context that the intrinsic stress sensitivity increases with increasing material strength. The fatigue strength of welded high- and high-strength steels hardly differs from the fatigue strength of normal-strength steels. It is therefore assumed in the cited regulations that the fatigue strength of welded components is independent of the yield strength. The correction value f _m in this case is f _m = 1 .0.

In the course of this invention, the goal is pursued to develop the maximum material potential of high- or highest-strength materials in applications in fatigue-stressed structures in a rule-conforming manner. According to the current regulations, the maximum material potential arises when components are not welded. Unwelded prestressed structures are therefore the focus of this invention. Since high-frequency hammering methods or the use of new welding methods, such as friction stir welding, improve the fatigue strength, preloaded welded constructions are also part of this invention. However, the post-treatment of welds with high-frequency hammering methods has not yet been approved. With regard to a license, this invention should not be limited to the current state of the regulations.

Subsequently, it is assumed, according to the state of the regulations, that maximum fatigue strength can only be achieved in non-welded constructions. An optimal use of the material potentials for steels in compliance with regulations is achieved by using the maximum possible correction value of 1, 6 for pure compressive load, and using the correction value for the material with higher strength of currently maximum 1.19 and the currently best possible notch class 160 for hot rolled , seamless load-bearing elements with machined edges. The latter is ensured by the production with the devices and methods of the rolling mills according to the invention. In order not to destroy the high notch class 160 by design features or processing steps, it is proposed according to the invention to dispense with holes, welds and thermally processed edges.

The preferred embodiment of the load-bearing elements therefore consists of prestressed, hot-rolled shell support elements with integrated ribs, beam supports or profiles, which are positively and non-positively connected to one another via plug and / or clamp connections. Insofar as screws or rivets can not be dispensed with and thus the wall thickness of the entire component does not have to be increased as a result of the notch class deterioration, the hole environments are locally reinforced. The local increase in the wall thickness depends on the notch class of the particular notch detail and is chosen so that in all component areas the same material Utilization results. In the area of holes, the wall thickness must be increased locally. It is important that the increase in the wall thickness does not take place via the welding of sheets, but, as proposed by adjusting the roll gap is realized.

Further embodiments of the load-bearing elements consist of prestressed, hot-rolled shell support elements (metal sheets) with integrated ribs, beam supports or profiles, which are connected to one another in a positive and non-positive manner via combined joint connections. The combination of the plug-in and / or terminal connections according to the invention with a structural (> 10 MPa) or semi-structural bond (<10 MPa) achieves, above all, a higher connection rigidity. In addition, the joint is sealed against corrosion.

Advantage of this invention is the use of the material potentials of high and high strength steels, as well as high-strength aluminum alloys in the pressure threshold range.

Even normal-strength grades of material are generally easier to use.

With the load-bearing elements and fasteners of this invention, prestressed, buckling-resistant structures with higher fatigue strength and lower wall thicknesses can be realized. It is possible to realize more cost-effective structures with a larger payload with the lowest possible resource and energy consumption during the entire product life cycle. Possible applications arise in almost all areas of structural engineering, such as hall or roof structures, towers, masts, bridge structures, pylons, steel framework of skyscrapers, etc. In addition, special applications in plant construction (large excavators in opencast mining, heavy cranes, etc.), in the offshore Industry (rigs of oil rigs, jacket foundations), and in aircraft (prestressed wing) and in other fields of technology, such as in rail vehicle and / or shipbuilding conceivable.

Embodiments of the invention are explained in more detail below with reference to figures.

It shows

Fig. 1 shows schematically the combination of the features according to the invention for increasing the fatigue strength-bearing elements of a supporting structure, and the associated fasteners in a partial section.

Fig. 1 .1 schematically shows the embodiment of a fatigue-resistant prestressed supporting structure 1 from the supporting elements 2.1 to 2.n invention and connecting elements in a side view. Fig. 1 .2 schematically a modified supporting structure 1 ^' to Fig. 1 .1 in truss design in a side view.

Fig. 2 shows schematically the influence of the Entspannwinkels α on the axial compressive stress of the supporting elements 2.1 to 2.n based on a force corner for the X-Z plane. Fig. 3 shows schematically the inventive bias of the supporting elements of the structure 1 in the pressure threshold range in a voltage-time diagram.

Fig. 4 shows schematically the section A-A through an embodiment of the supporting structure 1 of FIG. 1 .1 consisting of load-bearing elements on the example of U-shaped, conically extending shell support elements with thickened Längsflan- see.

Fig. 4.1 shows schematically the U-shaped shell support elements of Fig. 4 in a perspective view.

5 schematically shows the section A-A through an exemplary embodiment of the supporting structure 1 according to FIG. 1, consisting of load-bearing elements on the example of shell support elements with conically extending ribs.

Fig. 5.1 shows schematically the shell support elements with conically extending ribs in the bent state of Fig. 5 in a perspective view.

FIG. 5.2 schematically shows the shell support elements with conically extending ribs from FIG.

5.1 in a flat state in perspective view.

FIG. 5.3 schematically shows the shell support elements with conically extending ribs from FIG.

5.2 with an opening cutout in perspective view.

Fig. 5.4 shows schematically alternative shell support elements with parallel ribs in the bent state in a perspective view.

Fig. 5.5 shows schematically the shell support elements with parallel ribs of Fig. 5.4 in the planar state in a perspective view.

Fig. 5.6 schematically shows the shell support elements with ribs with modified longitudinal edges.

Fig. 5.7 shows schematically the shell support elements with more than two ribs.

Fig. 6 shows schematically the supporting elements on the example of bar support elements with variable cross-section in a perspective view.

Fig. 6.1 shows schematically a variant of the beam support members of Fig. 6 in a side view.

Fig. 6.2 shows schematically a further embodiment of the beam support members of Fig. 6 in a side view. Fig. 7 shows schematically the plug connection elements for connecting the supporting elements according to Fig. 1 .1 in the axial direction.

Fig. 7.1 shows schematically a further detail of the connector elements of FIG. 7 in a sectional plan view.

Fig. 7.2 schematically shows the modified connector elements S1 ^' to

Sx ^' for connecting the supporting elements of Fig. 1 .2.

Fig. 8 shows schematically the section of the enlarged view of a connector SV1 for connecting the supporting elements of FIG. 5 in the circumferential direction.

Fig. 8.1 schematically shows the section of the modified connector SV1 for connecting the supporting elements of FIG. 5 in the circumferential direction.

Fig. 8.2 schematically shows the section of a further modification of the connector SV1 for

Connecting the supporting elements of FIG. 5 in the circumferential direction.

Fig. 9 shows schematically the embodiment of a pull rod 3.1.1 for biasing the supporting elements according to the figures 1 .1 and 1 .2.

Fig. 9.1 schematically shows a section through a modified embodiment of a Zugstabelements 3.1.1 with wear-protected attachment eyes for biasing the supporting elements.

Fig. 10 shows schematically the elements for adjusting the Zugstablänge for biasing the supporting elements.

Fig. 10.1 schematically modified elements for adjusting the Zugstablänge for biasing the supporting elements by means of a biasing device in a lateral section.

Fig. 1 1 schematically the tabs L1 to Lx for connecting a plurality of tension rods 3.1.1 to

3.m.n or 4.1.1 to 4.m.n for biasing the load-bearing elements in the section.

Fig. 12 shows schematically the elements B1 to Bx for the movable attachment of a drawbar member 3.1.1 on the supporting structure or on the foundation for biasing the supporting elements.

Fig. 12.1 schematically shows the elements for the movable attachment of a drawbar member of FIG. 12 in a sectional side view.

Fig. 13 shows schematically the transmission of the biasing force on the supporting elements using the example of the supporting structure according to Fig. 1 .1 with special elements. .1 schematically shows the spoke-shaped construction of the special elements for transmitting the preload force to the load-bearing elements according to FIG. 13 in a sectional plan view.

.2 schematically shows a modified embodiment of the elements for transmitting the prestressing force to the load-bearing elements for anchoring angle> 0 °.

schematically the requirements and the basic process principle for the production of the supporting elements using the example of the shell support elements with parallel or tapered ribs, as well as the U-shaped shell support elements with constant or variable cross-section according to Figures 4 and 5..1 schematically the rough process sequence for the preparation of supporting elements on the example of the shell support elements with parallel or tapered ribs, as well as the U-shaped shell support elements with a constant or variable cross-section.

.2 schematically a combination of conventional rolling process with the bending and tempering method according to the invention for the production of the supporting elements.

.3 schematically shows the process for producing the supporting elements with variable cross-section or non-parallel ribs consisting of modified continuous casting, modified rolling process, as well as the bending and tempering process according to the invention.

schematically the preferred flange geometry of the modified Breitflanschträgers for the production of the supporting elements using the example of the shell support elements with integrated ribs in a section.

.1 schematically shows the operation of the roughing of the roughing train in the rolling of wedge-shaped slabs as a starting material for the production of supporting elements with non-parallel ribs or variable cross sections.

.1 .1 schematically shows the method for producing wedge-shaped slabs by longitudinal profile rolling rectangular rectangular slabs as a starting material for the production of the supporting elements with non-parallel ribs or variable cross-sections.

.1 .2 schematically a modified method for producing wedge-shaped slabs by longitudinal profile rolling rectangular rectangular cast slabs as a starting material for the production of the supporting elements with non-parallel ribs or variable cross-sections in the side view. Fig. 15.1 .3 schematically a further modification of the method for producing wedge-shaped slabs by longitudinal profile rolling rectangular rectangular cast slabs as a starting material for the production of the supporting elements with non-parallel ribs or variable cross sections in the plan view.

Fig. 15.2 shows schematically the roller arrangement and kinematics of the REF scaffolding group for rolling the modified broad flange support according to Fig. 15 as a precursor for the production of the supporting elements in the front view of the roughing scaffold.

15.3 schematically shows the roller arrangement and kinematics of the REF scaffolding group for rolling the modified wide-flange carrier as a precursor for the shell elements with parallel or non-parallel ribs, as well as for rolling wide-flange beams with a variable cross section in plan view.

Fig. 15.3.1 schematically shows an alternative roller arrangement and kinematics of the REF scaffolding group for rolling the modified Breitflanschträgers as a precursor for the shell support elements with parallel or non-parallel ribs, as well as for rolling Breitflanschträgern with variable cross section in plan view.

Fig. 15.3.2 schematically another roller assembly and kinematics of REF scaffolding group for rolling the modified Breitflanschträgers as a precursor for the shell support elements with parallel or non-parallel ribs, as well as for rolling Breitflanschträgern with variable cross section in plan view.

Fig. 15.4 shows schematically the method for bending the modified broad flange support to the supporting elements using the example of shell support elements with integrated ribs in a section.

Fig. 15.5 schematically shows a variant of the method for bending the modified Breitflanschträgers to the supporting elements on the example of shell support elements with integrated ribs.

Fig. 15.6 schematically shows the process flow for the production of the supporting elements using the example of the shell support elements with more than two ribs.

15 shows schematically the method for producing load-bearing elements with a uniform wall thickness in the region of the additional ribs on the basis of an enlarged representation of the detail EZ from FIG. 15.6.

Fig. 16 schematically shows the method for producing the supporting elements using the example of U-profiles with constant or variable cross-section in the front view. Fig. 17 schematically shows a rolling mill with the corresponding devices for producing the supporting elements of this invention.

18 schematically shows the basic device structure of the continuous casting mold according to the invention for the production of wedge-shaped slabs as starting material for the load-bearing elements with variable rib spacing or cross-sections in a perspective view.

Fig. 19 schematically shows the device structure of the modified universal scaffolds of the REF scaffolding group for the production of the supporting elements.

Fig. 19.1 shows schematically an alternative device structure of the modified universal scaffolds of the REF scaffolding group for the production of the supporting elements.

Fig. 20 schematically shows the Durchlaufquette invention for tempering the supporting elements of this invention.

21 shows schematically the straightening disk arrangement and axle kinematics of the inventive hot straightening machine for straightening the supporting elements with non-parallel flanges in a plan view.

Fig. 1 shows schematically the combination of the features according to the invention for increasing the fatigue strength bearing elements of a supporting structure, and the associated fasteners in a partial section. The object of the invention is any supporting structure 1. The load-bearing elements, referred to here as 2.1 and 2.2 respectively, are made of high-strength steel or high-strength aluminum, as described above, and are subject to high fatigue loads.

The load-bearing elements 2.1 and 2.2 alternatively consist of normal-strength steel or normal-strength aluminum, since the invention may also be advantageously used in these materials.

The cross section is profiled according to the illustration with ribs Rp, but may also have other arbitrarily profiled cross sections, according to this invention or according to the prior art. The following basic principle for increasing fatigue strength can also be used for special shapes such as wing cross-sections. The supporting elements are preferably not interconnected by welding and otherwise contain no welds. Component edges are preferably machined. The waiver of thermal Schweißbzw. Cutting process has the advantage that the structure corresponds to the theoretically ideal starting state from the manufacturer. This allows classification in high notch classes and has a favorable effect on fatigue strength. Instead of welding connections come form-fitting with pins ZA equipped connectors, here designated S1, are used, which are biased with tension elements 3.1 to 3.m. For the purposes of this invention are supporting structures, according to the requirements, partially or completely, ie biased on one side, both sides or all sides, on the entire length or in sections. The subject of the claims are the supporting elements in the prestressed areas. The combination of positive connection and bias allows a viable connection, provided that the biasing force Fvzges is greater than the oppositely acting operating or extreme loads. The necessary preload force can be determined by the structural engineer by appropriate calculations. The tensile element 3.1 under tension spans the area of the plug-in connection S1 and is fixedly connected outside of this partial section with the supporting structure 1 or with the supporting foundation. The tensile stress generated in the supporting structure, a counteracting compressive stress, on the one hand biases the connector element S1 and on the other hand, the supporting elements 2.1 and 2.2. The static compressive stress due to the prestressed construction causes a shift of the alternating load into the pressure threshold region, which gives rise to further fatigue resistance potentials. Of course, even in load-bearing structures that are not explicitly biased, higher fatigue strengths can be used, provided that the load is anyway in the pressure threshold range. This is the case, for example, in ship hulls. However, this invention aims to bring about a compressive stress by biasing intentionally, thereby making the material better usable in terms of fatigue strength in other applications. Corresponding details will be apparent from Fig. 3.

The bias of the load-bearing elements represents an additional static load to the operating load. If the overall yield strength is exceeded by the additional load, a material with a higher yield strength is used according to the invention. As a result, an increase in the wall thickness w2 is avoided. The yield strength is not necessarily exceeded by the bias voltage. Whether the plug-in limit is exceeded is load-dependent. The invention particularly relates to load cases in which the fatigue strength is determining the dimension. In these load cases, the static insertion limit of even normal-strength materials often can not be used. The starting point is therefore the widely used normal-strength grades. According to the invention, the unused part of the yield strength is used for the prestressing. A material with a higher yield strength is used if the unused part of the yield strength is insufficient for the prestressing. This results in potentials for both normal and ultrahigh-strength materials. In order to avoid that the permissible buckling tension is exceeded locally, the load-bearing elements are suitably stiffened. According to the state of the art, there are several possibilities for the formation of rigid supporting elements. One possibility is the use of profiled cross-sections in open or closed form. The market offers a variety of standardized structural steel profiles and extruded profiles. The components can also be reinforced individually, for example by local depressions or beads, arch structures or sandwich composite structures. Another possibility is the use of reinforcing ribs, which are often used in castings. In steel construction ribs or so-called stringers or Beulsteifen are usually welded. Welding of dent reinforcements degrades notch class and fatigue strength of the structural members, and adds a lot of extra work to the manufacturing process. According to the invention it is proposed to use load-bearing elements with integrated hot-rolled ribs, represented here by the rib Rp. This enables an optimum notch class and fatigue strength of the supporting structure 1. The ribs are arranged in the main load direction and have a constant or variable distance from each other. Devices and methods for producing hot-rolled high-strength shell support elements with integrated ribs which run parallel or conically with respect to one another are not known from the prior art. The provision of corresponding devices and methods is therefore among the objects of this invention, since they are in view of the fatigue strength of central importance. The devices and methods proposed in FIGS. 14 to 21 are capable of producing various embodiments of the supporting elements according to FIGS. 4.1 to 6.2, as well as standard profiles.

Fig. 1 .1 shows schematically the embodiment of a fatigue-resistant prestressed supporting structure 1 from the supporting elements 2.1 to 2.n according to the invention and connecting elements in a side view. As an example, guyed masts were chosen. Damped masts are well known in the art and, because of their long and slender shape, are very well suited to elucidating the salient features of this invention. Structural structures with similar features are, for example, pylons of bridges, towers of wind turbines, cranes, rigs of oil platforms, etc. However, the invention is not intended to be limited to guyed masts, as it is only an example. For reasons of structural diversity, it is anyway not possible to relate the inventive features directly to the supporting structure itself. The claims and explanations therefore relate primarily to the supporting elements 2.1 to 2.n and the connecting elements for the construction of corresponding structural structures. It is assumed that in a prestressed structure, similar to the Fig. 1, all supporting elements have the same or similar features, according to the claims 1 to 21 (bias, stiffening concept, connectors, etc.) or may have. By adding or omitting individual features, the respective load-bearing element can be adapted to the requirements within the structure. In structural areas, which in any case are subject exclusively to compressive stress, the characteristics with regard to the stiffening concept can also be used without additional tensioning elements. Each feature should be usable individually or in combination with the other features.

In principle, the claims of this invention in their entirety describe a construction-system-like system for the regulation-compliant exploitation of the material potentials in structures subject to fatigue loading.

The system consists of load-bearing steel or aluminum elements of the highest strength in lightweight design with a constant or variable, in particular profiled cross-section. Due to the profiled cross section, the required dent resistance is achieved with the lowest possible wall thickness. The absence of welds, both for the stiffening elements of the profile, as well as for the connections of the load-bearing elements with each other, increases the fatigue strength. Instead of welded connections, prestressed plug-in connections are preferably used. The bias with tension elements not only contributes to a high connection strength of the connectors, but also increases the fatigue strength of the supporting elements themselves, in which their load is moved into the pressure threshold. The system therefore includes in addition to the supporting elements suitable plug connection elements, tension elements, elements for transmitting the biasing force, as well as suitable fasteners for the tension elements. The system moreover consists of devices and methods for producing the embodiments of the load-bearing elements according to the invention. Plug-in elements, tension elements, elements for transmitting the biasing force, and the fasteners of the tension elements are summarized in the title of the invention generally by the term fasteners. The problem of preloading long, slender structures is best illustrated by shell support elements, since these react particularly sensitive to buckling and must be strengthened accordingly. The guyed mast is therefore in the illustrated example of thin shell elements and may have a cylindrical, polygonal, square or rectangular cross-section. The shell elements are preferably made of high-strength or high-strength steels with yield strengths of 460MPa to 1300MPa. External loads, such as wind loads with the components Fx and Fy, as well as corrosion K, act on the mast. In addition, further forces and moments can act on the structure, such as the force component Fz, the dead weight G, etc. like the bending moment MM. The force component Fx causes according to the lever law a moment MA about the support point A of the mast. The force component Fy likewise causes a moment at the support point A. For reasons of clarity, the further explanations are given by way of example based on the force component Fx. To counteract the force component F _x or the moment MA and to relieve the load-bearing elements 2.1 to 2.n, the mast is tensioned with tension elements. The bracing can be done in one or more different heights. In the example shown, the bracing takes place in two different heights, the tension elements 3.1 to 3.m or 4.1 to 4.m being used. The tension elements of the upper Abspannebene 4.1 to 4.m run under the Entspannwinkel α to the attachment points B on the foundation. The tension elements of the lower clamping level 3.1 to 3.m form the guy angle ß to the mast center and also extend to the attachment points B on the foundation. The arrangement of the tension elements around the supporting structure allows stabilization even with changes in direction of the acting loads. The additional supporting element 2.m in FIG. 1 .1 and the cutting line at its upper end are intended to indicate that further abutment planes can be arranged above the upper clamping plane with the tension elements 4.1 to 4.m. Tensioning cables or tension rods are suitable as tension elements.

In principle, all products released for prestressing can be used according to the prior art as tension elements, in particular materials with high and highest tensile strength. Examples are hot-rolled steels, cold-drawn round wires or tension wire strands made of cold drawn round wires. These materials are widely used in the prestressed concrete sector, but can also be used in the context of the implementation of the present invention. For reasons of fatigue strength smooth designs without thread or thread ribs and designs in the form of tension wire strands are preferred. High strength synthetic fibers (e.g., PBO, CFRP, etc.) can also be used.

According to the invention, special pull rod elements are preferably used, which are described in greater detail in FIG. 9.

The principle of prestressing in combination with plug connections described in the context of this invention applies analogously when using tensioning cables, as well as in the case of the abovementioned prestressing steels and synthetic fibers, so that this invention should not be restricted to the tensioning rod elements according to FIG.

Tension rods are generally less expensive than tension cables. A disadvantage of commercially available drawbars are the lower maximum tensile strength and fatigue strength, as well as the limited rod length. To bridge spans over 16m, there are several Tie rods 3.1.1 to 3.mn or 4.1.1 to 4.mn to connect with each other. According to the invention, special tabs L1 to Lx according to FIG. 11 are used for this purpose. The low fatigue strength of the tension rods is due to the commonly used end threads, which result in unfavorable notch classes 36 ^* and 50, respectively. As a result, tension rods according to the prior art are limited to applications with predominantly static load. The lower static tensile strength compared to ropes results from the use of commercially available round bars made of structural steels with a yield strength of 355 MPa up to a maximum of 690 MPa. This leads to correspondingly larger cross-sections and weights. In order to be able to use tension rods advantageously in oscillating structures in which light weight is important, the threadless tension rod elements according to the invention according to FIG. 9 are proposed. The adjustment of the Zugstablänge via separate elements according to Fig. 10 or 10.1. In order to enable movements of load-bearing structures in all directions, special elements for the movable attachment of the Zugstabelemen- te B1 to Bx on the supporting structure and the foundation of FIG. 12 are also required beyond. Fasteners, which correspond to the prior art in prestressed structures, are provided only for an angle compensation in a plane. Only small angular deviations are permitted transverse to this plane. The movable elements B1 to Bx of FIG. 12 allow free movement in all directions. The tension rod 3.1.1 to 3.mn are biased in the example shown with the biasing force Fvu. In the drawbar 4.1.1 to 4.mn the upper Abspannebene the biasing force Fvo is applied. Due to the high preload forces, the structural design of the force transmission into the load-bearing elements determines the functionality of the entire preload concept. The task is to transfer the pretensioning force as vertically as possible and, if possible, without bending moments and welds to the supporting elements 2.1 to 2.n. According to the invention, this takes place via special elements 5.1 or 5.2 according to FIG. 13. The vertical components of the pretensioning forces Fvuz or Fvoz bring about corresponding compressive stresses in the load-bearing elements. The horizontal force components Fvux, Fvox, Fvuy and Fvoy stabilize the supporting structure 1 in the X or Y direction and counteract the external forces Fx or Fy, as well as the resulting moments. The supporting elements 2.1 to 2.n of the supporting structure 1 are thus stabilized by the horizontal force components of the biasing forces. This has a positive effect on the deformations at the top of the mast, the vibration amplitudes and fatigue loads, as well as on the natural vibration behavior (natural frequency). It is possible to use supporting elements with smaller cross sections and wall thicknesses. The magnitude of the force components of the biasing forces Fvux, Fvox, Fvuy and Fvoy in the vertical and horizontal directions depends on the bracing angles α and β. The corresponding relationship is explained in more detail in FIG. Structural structures of the illustrated The design engineer usually tensions the type so that the greatest possible lateral stability is achieved with the smallest possible preload forces. This requires large guy angles. The space required for the building is correspondingly high. Although the lateral stabilization of the structure is fundamentally desirable, even in the case of the prestressing according to the invention, the primary object is to increase the fatigue strength by shifting the load into the pressure threshold area. It is inventively biased so that the stresses of the load-bearing elements 2.1 to 2.n always under extreme loads (load peaks, maximum deformation) are in the pressure range. In this figure, the force component Fx of the wind load and the moment MA on the right side lead to a relief of the supporting elements 2.1 to 2.n, since the compressive stresses generated by the bias voltage is counteracted. On the left side, the conditions are exactly the opposite, ie the compressive stresses increase by the same factor. The task of the structural engineer is thus, depending on the selected Entspannwinkel α and ß, the tensile bar elements biased so strong that even at maximum stress Fx or M _A, the compressive stresses on the bending tension side (windward side) of the supporting elements never zero. Similarly, the corresponding tension in the drawbar elements on the opposite side must never become zero. In this case, a factor of 1, 6 higher fatigue strength can be used in the dimensioning of the supporting elements 2.1 to 2.n, provided that the supporting elements 2.1 to 2.n are not welded. This requires the use of special fasteners according to Figures 7 and 8 to 8.2. These are connectors. The plug connections S1 to Sx at the interfaces of the load-bearing elements in the axial direction according to FIG. 7 are prestressed via the vertical components of the pretensioning forces Fvuz or Fvoz. The bias of the supporting structure thus fulfills a dual function in this figure. The fatigue strength is increased and the secure cohesion of the connectors S1 to Sx is ensured. Welding or screw connections with unfavorable notch classes are avoided. The connecting elements according to FIGS. 8 to 8.2 are in principle also plug connections. The high-strength screws are used in Fig. 8 and 8.1 mainly to ensure a preloaded backlash-free connection. Since the screws are housed in the clip-type connectors and thus holes in the load-bearing elements are avoided, the notch class is not affected. In the broader sense, the connecting elements according to the invention of the supporting structure include not only the connectors of Figures 7 and 8 to 8.2, but also the Zugstabelemente of FIG. 9, the elements for adjusting the Zugstablänge according to Fig. 10 and 10.1, the tabs Connection of several tension rods according to Fig. 1 1, the elements for the movable attachment of the drawbar elements to the supporting structure or at the foundation of FIG. 12, and the special elements for Transmission of the biasing force to the supporting structure of Fig. 13. The selective bias in the pressure threshold range, depending on the level of the applied external loads, cause additional static load on the supporting elements. By using high-strength materials according to the invention with a higher yield strength, these additional loads can be absorbed without increasing the wall thicknesses. By increasing the fatigue strength by a factor of 1, 6, the usable proportion of the yield strength also increases. This is interesting for structures in which, above all, the fatigue is relevant to the design and ultrahigh-strength materials have so far brought no advantage.

This is also interesting for fatigue-stressed structures made of normal-strength material.

Due to the additional Axialdruckbeanspruchung the supporting elements 2.1 to 2.n must be additionally stiffened. This is preferably done via integrated rolled ribs Rp, which extend in the Z direction to the mast top. In conical masts, the ribs extend to a common, not shown, intersection point above the top of the mast. Further details of the rolled ribs Rp will be apparent from the descriptions of FIGS. 5 to 5.7. Optimal bracing angles of 30 to 45 ° can not always be achieved, for example if there is not enough space for an external bracing, in the case of heavy corrosion loads or if maintenance is problematic. In these cases, it may be necessary to perform the bracing in the interior of the structure with correspondingly low bracing angles. Examples are towers of offshore wind turbines or aircraft wings. For aircraft wings, for aerodynamic reasons anyway only an inner bracing into consideration.

Fig. 1 .2 schematically shows a modified supporting structure 1 ^' to Fig. 1 .1 in truss design in a side view. The load-bearing elements 2.1 ^' to 2.n ^' consist of tension rods or compression rods 7, at least three lateral corner stems 8, as well as node connections Kn. Preloaded trusses with plug connections can in principle be realized with all common rod and Eckstielausführungen, according to the prior art. Usually angle profiles, tubes or rods are used from round materials. In addition, prestressed trusses may be made from the structural members of this invention. For example, the shell support elements according to FIGS. 5 to 5.7 can be used to produce tubular corner posts for use in jacket structures. The following explanations are intended to include all these possibilities. The focus is on the possibility of adapting the plug-in connection elements to the respective geometry of the load-bearing truss elements, as well as the possibility of modifying the special elements for the purpose of carrying the preload force on the supporting structure. In Fig. 7.2, therefore, the modified connectors S1 ^' to Sx ^' , which also serve to transmit the biasing force, exemplified. The elements for transmitting the biasing force, denoted in the present figure by 5.1 ^' or 5.2 ^' , thus have the same structure as the modified connectors Sl ^' to Sx ^' . The corner handles 8 are divided to implement the plug-in principle and the introduction of the biasing force into a plurality of smaller or larger sections 8.1 to 8.n. At the ends of the Eckstielabschnitte 8.1 to 8.n are each plug connection elements Sl ^' to Sx ^' , so that the supporting structure 1 ^' on the same basic principle as the supporting structure 1 by simply nesting and biasing the individual sections 8.1 to 8. n can be produced. The function of the node connections Kn, as described in Fig. 7.2, be integrated into the plug connection elements Sl ^'to ^Sx' or constitute separate elements. The dismantling of the corner handles 8 in individual plug-in sections 8.1 to 8.n has the advantage that the individual truss sections F1 to Fn consisting of Eckstielabschnitten 8.1 to 8.n, tensile or compressive rods 7, connectors Sl ^' to Sx ^' , and node connections Kn on the construction site are first preassembled on the ground in an optimal working position and then the supporting structure 1 ^' then assembled in sections and can be biased with Zugstabelementen according to Fig. 9 or tension cables. Through parallel work, the construction time can be shortened. According to the current state of the regulations, it is of particular advantage in terms of fatigue strength that no welds are used within the individual truss sections F1 to Fn. However, this invention is not intended to be limited solely to designs in which welds are completely eliminated, as preloaded connectors are useful not only in fatigue strength but also in facilitating construction work on the site. Accordingly, the invention therefore also applies to load-bearing structures according to the figures 1 .1 and 1 .2, in which partial sections are welded. However, the sections are preferably joined together by means of tension elements and prestressed plug connections, which also results in a, albeit significantly lesser, advantage for the fatigue strength. As soon as the certification of high-frequency hammering methods has been carried out as weld seam aftertreatment on the part of the certification companies, the local use of welds may even be of advantage. Welding is common practice in steel construction and enables the cost-effective prefabrication of assemblies in the factory. The supporting structure according to the invention should contain at least one prestressed plug connection. The explanations apply analogously to so-called jacket structures, wherein the tension or compression bars 7 are replaced by rigid pipes. The node connections Kn are not articulated in this case, but rigid. The plug-in principle described above is also applicable here. Fig. 2 shows schematically the influence of the bracing angle α on the axial compressive stress of the supporting elements 2.1 to 2.n based on a force corner for the XZ plane. The relationship applies analogously to the guy angle β of the lower clamping level. The only difference is that the biasing force components of both Abspannebenen overlap. The basis is the supporting structure 1 according to FIG. 1 .1. The pretensioning force of the upper clamping plane Fvo can be decomposed in one force into the vectorial components Fvoz and Fvox. Fvox = Fvo ^* sin α or Fvoz = Fvo ^* cos a. At a = 45 ° Fvox = Fvoz, ie the biasing force Fvo is used in equal parts for biasing the supporting elements to axial pressure, as well as for lateral stabilization of the supporting structure 1. At bracing angles cd <α smaller prestressing forces Fvo1 <Fvo are necessary for an equal amount of prestressing of the load-bearing elements Fvozl = Fvoz. However, this leads to a lower lateral stabilization of the supporting structure 1, since Fvoxl is smaller than Fvox. For the limit case with a bracing angle of 0 °, not shown here, Fvoz = Fvo, ie the bias Fvo can be used in full to bias the tagging elements to axial thrust, for the benefit of fatigue strength. An enlargement of the guy angle α2> α allows a greater lateral stabilization of the load-bearing structure by the horizontal biasing force component Fvox2> Fvox at the same preload force Fvo2 = Fvo, indicated here by the arc K _M around the midpoint M. However, in this case, the thrust force on the supporting structure 1 is reduced to Fvoz2 <Fvoz. In order to compensate for the losses in the thrust force, which may in individual cases mean that the pressure threshold range is left, the preload Fvo2 must be increased. The determination of the required preload forces for a sufficient lateral stabilization of a supporting structure for a given Entspannwinkel is state of the art and is dominated by the structural designer. In order to be able to additionally use the fatigue strength bonus of the regulations of Germanischer Lloyd in the amount of 60% for pure compressive stress according to FIG. 3 (f _R = 1, 6), it must additionally be checked whether the vertical component of the prestressing force Fvoz has sufficiently high compressive stresses in the bearing elements 2.1 to 2.n generated. Even under extreme load, residual compressive stresses still have to be present in the load-bearing elements. The stresses in the load-bearing elements must never come within the range of alternating or tensile stress under all expected operating conditions. In this context, reference is made to FIG. 3.

Fig. 3 shows schematically the inventive bias of the supporting elements of the structure 1 in the pressure threshold range in a voltage-time diagram. When the load is oscillating, the applied stress σ in the supporting elements 2.1 to 2.n changes over time t. The change in voltage can be sinusoidal, as shown or run randomly. A swinging game Ssp is characterized by the voltage amplitude a _a and the mean voltage a _m . Depending on the mean voltage at and the voltage amplitude a _a , there are three possible load ranges for the load-bearing elements 2.1 to 2.n. In the pressure threshold range I, I a _m I> o _a or I a _m I = σ ₈ . For the limiting voltage ratio, 1 <R <DÜ or R = - ou applies correspondingly. The mean voltage a _m here corresponds to the static bias of the load-bearing elements. In the change region II, I CTm I <a _a or I a _m I = 0 or a _m <a _a . For the limiting stress ratio - oc <R <-1, R = - 1 or -1 <R <0. In the tensile threshold range III we have a _m = o _a or a _m > o _a . For the limiting voltage ratio, R = 0 or 0 <R <1. According to the Germanischer Lloyd guideline, pressure threshold I can be used for towers of offshore wind turbines and shipbuilding in non-welded steel structures, a factor of 1, 6 higher limit for fatigue strength. Aluminum alloys also have higher fatigue strengths. In order to be able to use this bonus for pure compressive stress, the load-bearing elements 2.1 to 2.n are to be prestressed to axial pressure at least so far that I a _m I = o _a or R = - ^' Q. The voltage amplitude a _a must not exceed zero or the oscillatory clearance Ssp must not exceed the zero line in the diagram of FIG. 3. Possibly. a corresponding safety distance should be planned below the zero line. Even with I a _m I <o _a or - ou <R <- 1, the bias voltage is insufficient, since the voltage amplitude projects beyond the zero line in FIG. 3. The preload force Fvo or Fvu must be increased by the structural engineer to use the fatigue strength bonus. The increase of the biasing force is necessary for that reason alone, otherwise a secure cohesion of the connector elements S1 to Sx is not guaranteed. Otherwise, at least on the bending tension side of the supporting structure, in FIG. 1 .1 this would be the right side, for the divergence of the plug connection elements. Only in the pressure threshold I is a safe biased connector before. The bias of the supporting elements thus fulfills a dual function. Prestressed connectors eliminate the need for welded joints. The absence of welded joints is, according to the current state of the regulations, a precondition for the maximum utilization of the material potentials in the pressure threshold range.

Fig. 4 shows schematically the section AA through an embodiment of the supporting structure 1 according to Fig. 1 .1 consisting of load-bearing elements on the example of U-shaped, conically extending shell support elements with thickened longitudinal flanges. The supporting elements 2.1 to 2.n are in this example assembled into a polygonal structure with radially inwardly directed longitudinal flanges Lf. The longitudinal flanges Lf are angled to the bending angle γ to the center of the structure out. In one here not shown embodiment, the longitudinal flanges are directed radially outward, to the advantage of the moment of resistance of the supporting structure. Which variant is preferred in an individual case depends on various factors, for example accessibility during assembly. In the example shown, the polygonal shape consists of eight supporting elements in the circumferential direction. Each supporting element 2.1 to 2.n is angled in the middle exactly by an additional bend Ab between the longitudinal flanges Lf corresponding to the angle δ (see Fig. 4.1). The polygon has sixteen corners in this example. However, polygon shapes with more or fewer corners can also be represented by varying the number of folds per element. The more load-bearing elements 2.1 to 2.n are used for a specific mast diameter D, the higher the number of longitudinal flanges Lf. Advantage of many longitudinal flanges Lf is the better stiffening of the supporting structure 1. The longitudinal flanges cause a stiffening of the supporting elements 2.1 to 2.n with respect to axial pressure in the Z direction, as well as against bending about the X or Y axis. The risk of bowl bulging due to the vertical components of the preload forces Fvoz and Fvuz is completely avoided with sufficient number of longitudinal flanges Lf. The number of longitudinal flanges Lf can be determined by the experienced structural engineer by means of dentistry stiffness investigations. Disadvantage of many longitudinal flanges is the high cost of the connection technology. According to the invention, the joining of the longitudinal flanges of U-shaped shell supports does not take place by welding, but via bolts Bz. As a bolt high-strength screws, setting ring bolts or the like can be used. The absence of welding is necessary according to the current state of the regulations in order to exploit the potential of prestressed, high-strength steels. Should the regulations be extended with regard to the use of the material potentials in welded joints, the remaining features of this invention should also be applicable to correspondingly welded constructions. The holes in the longitudinal flanges Lf required for producing the bolt connections cause a notch effect, so that the maximum possible material potential can only be partially utilized. In setting ring bolts, according to the prior art, results in a notch class of 90. Compared with the rolled sheet or profile with a notch class of 160, this means almost a halving of the fatigue strength. So that the entire load-bearing element 2.1 to 2.n does not have to be designed with increased wall thickness, the invention proposes the use of load-bearing elements in which only the longitudinal flanges are thickened. U-shaped load-bearing elements with thickened longitudinal flanges can not be produced by folding heavy plates with a uniform sheet thickness. The use of Taylor blanks, which are composed of individual sheets of different thickness, is not effective due to the welds. The profile rolling of parallel-flanged U-steels with thickened longitudinal flanges of constant height is state of the art. such Profiles are standardized and made of normal-strength structural steels. With the currently available according to the state of the art profile rolling mills, in principle U-steels over the standard width of a maximum of 400mm can be made. The current limit of the profile width depends on the plant geometry and is approx. 1 m. In the case of wider systems, larger profile widths would in principle also be producible. The Anwinkein the longitudinal flanges Lf corresponding to the angle γ, and the additional fold Ab with the angle δ according to the invention can be integrated into the rolling process or carried out subsequently to press brakes. To produce U-shaped conically extending shell support elements, special devices and methods according to FIGS. 14 to 21 are required. The embodiment of a load-bearing element 2.1 with thickened longitudinal flanges with a conical profile is shown in FIG. 4.1. Not only does the width of the load-bearing element vary, but optionally also the height of the longitudinal flanges. The cross section of the supporting element 2.1 changes in the direction of the longitudinal axis.

Instead of polygonal structural cross sections can be with the supporting elements 2.1 to 2.n also produce square and rectangular cross-sectional shapes. The cross section may be tapered along the structure or be constant. The geometry of the bends is adjusted accordingly. Advantage is also here that not the entire component with the large wall thickness w1 must be realized by the thickened longitudinal flanges. Between the longitudinal flanges, the wall thickness is reduced to w2. It can be saved steel.

Fig. 4.1 shows schematically the U-shaped shell support elements of Fig. 4 in a perspective view. Viewing direction is from the bottom to the mast top, d. H. in the Z direction. The width of the supporting element 2.1 varies due to the conical shape from the maximum width b1 to the minimum width b2. In addition, the height of the longitudinal flanges also changes from the maximum height h1 to the minimum height h2.

The height of the longitudinal flanges can alternatively be constant (h1 = h2).

The longitudinal flanges are angled at the angle γ. In the middle between the two longitudinal flanges Lf the supporting element 2.1 is additionally provided in the longitudinal direction with a fold Ab. By multiple bending or folding of the elements, polygon shapes according to FIG. 4 with a higher number of corners can be realized. The higher the number of corners, the more the polygon shape approaches the theoretically ideal circular shape of shell structures. At the same time, however, the bending effort is also increasing. Supporting elements with right-angled longitudinal flanges without this bend Ab can be used for the production of square or rectangular shell structures, such as bridge pylons, as well as advantageously also for beam or framework structures. By varying the height h1 or h2, as well as the width b1 or b2, the cross section be optimally adapted to the acting loads. Example of an application are cantilevers with variable cross-section, in which the bending moment varies in the longitudinal direction. The variation of the carrier cross section results in weight advantages and cost savings. Another feature of the U-shaped shell support member is the variable wall thickness. The longitudinal flanges Lf have a wall thickness w1 which is thicker than the remaining wall thickness of the shell w2 of the supporting element 2.1. The wall thickness w1 must be thickened in the ratio in which the notch class deteriorates due to the bolt joints and holes. If the bolt connections are classified, for example, in the notch class 90 and the load-bearing element 2.1 has the score line 160 without bolt connections, the wall thickness w1 must be at least 1, 8 times as thick as the wall thickness w2. The locally higher stresses due to the notch effect of the holes are compensated by increasing the wall thickness. Without local reinforcement of the component in the area of the holes, the entire component would have to be manufactured with increased wall thickness. By locally reinforcing the longitudinal flanges weight and cost can be saved. In order to produce supporting elements according to FIG. 4.1, devices and methods according to FIGS. 14 to 21 are required. Due to the process, a wedge-shaped strip with a larger wall thickness w3 will result in the middle of the profile due to the use of separate rollers for the left and right profile side. However, this can be avoided in conjunction with an additional roller pair in the middle of the profile, if this strip is not desired or is not needed. In individual cases, however, a thickened strip for stiffening the shell may be expedient, for example for stiffening openings as described in FIG. 5.3. Further explanations are given in the context of the process descriptions. Possibly. It may be useful for bending technical reasons to replace the fold Ab in the middle of the profile by two folds left and right of the wedge-shaped thickened strip.

5 schematically shows the section AA through an exemplary embodiment of the load-bearing structure 1 according to FIG. 1, consisting of load-bearing elements on the example of shell support elements with conically extending ribs. The advantage of this embodiment compared with FIG. 4 is the better stiffening effect of the supporting structure 1. With the same diameter D and the same number of load-bearing elements 2.1 to 2.n, twice as many reinforcing elements can be realized. The stiffening elements are formed in this case not on the longitudinal flanges Lf, but on radially arranged ribs Rp, which are rolled with the inventive devices and methods according to claims 15 to 24 in the cup-shaped support members. Each supporting element 2.1 to 2.n contains exactly two ribs in a particularly advantageous embodiment. This embodiment is shown in Figure 5 in section. In another particularly stiff design, each supporting element contains more than two ribs. This embodiment is shown in Figure 5.7.

The ribs Rp are directed either radially inward toward the center or radially outward. The ribs Rp are located between the thickened longitudinal edges Lk.

Comparing this with Fig. 4, in which two immediately adjacent longitudinal flanges Lf are joined together to form a rib-like stiffening element, the higher number of ribs and the better stiffening effect are obvious. To illustrate the polygonal shape, each supporting element 2.1 to 2.n has at least one fold Ab between the two ribs. To connect the load-bearing elements 2.1 to 2.n, plug-in connections SV1 to SVn are used which are constructed according to FIGS. 8 to 8.2 , The design of the connectors SV1 to SVn has, inter alia, the advantage that no mounting holes are required in the load-bearing elements 2.1 to 2.n. The notch effect through holes is eliminated, so that the carrying elements according to FIGS. 5.1 to 5.7 can be classified in the currently best possible notch class 160. The thickened longitudinal edges Lk are rolled connection features which are produced by the apparatus and method according to claims 15 to 24.

Fig. 5.1 shows schematically the shell support elements with conically extending ribs in the bent state of Fig. 5 in a perspective view. The following explanations are given using the example of the load-bearing element 2.1 of the load-bearing structure 1 according to FIG. 5. Viewing direction is from below towards the top of the mast. To produce the illustrated geometry, the rolling processes and apparatus according to claims 15 to 24 are required. For stiffening the load-bearing structure according to FIG. 1, supporting elements with ribs Rp, which run in the Z-direction to an imaginary point of intersection above the mast top, are particularly advantageous. Since the production of ribs is possible only in the rolling direction of the supporting elements 2.1, the supporting elements are aligned with their longitudinal axis to the mast top, ie in the Z direction. Longitudinal axis of the supporting elements, longitudinal axis of the ribs, Z-direction of the supporting structure and rolling direction are thus brought into agreement. The supporting element 2.1 tapers in the longitudinal direction, ie the width decreases continuously from the maximum width b1 to the minimum width b2. The rib spacing also varies accordingly, ie the rib spacing is reduced from the maximum width b3 to the minimum width b4. The height of the ribs hr1 and hr2 can also vary in the longitudinal direction. In order to achieve the most homogeneous possible stiffening of the supporting structure 1 according to FIG. 5, the ribs must be distributed uniformly along the circumference. To achieve this, the rib spacing b3 must be exactly half the maximum width b1 of the bearing Elements 2.1. Similarly, the rib spacing b4 must be exactly half the size of the minimum width b2 of the supporting element 2.1. For the other load-bearing elements 2.n of the supporting structure 1 according to FIG. 5, the corresponding applies. If necessary, other rib spacings can be realized. Furthermore, both ribs of the supporting elements 2.n must each be arranged symmetrically with respect to the longitudinal edges Lk or in mirror symmetry to the imaginary center line of the supporting element. As shown in FIG. 5, the ribs Rp are respectively directed radially inward toward the center of the supporting structure 1. In an embodiment not shown here, the ribs Rp can also be directed radially outwards away from the center. The rib Rp forms the angle bisector between the adjoining legs of the shell, ie bending angle γ1 is equal to the bending angle γ2. The component 2.1 is, according to the required number of corners of the polygon, folded. Corresponding to the conical or polygonal structural form according to FIG. 5, at least one fold Ab with the bending angle δ along the center line is provided per supporting element 2.1. In addition, further bends in the area of the ribs Rp are possible by adjusting the angles γ1 and γ2 accordingly. This allows polygon shapes with higher number of corners and an approximation to the ideal circular shape of pipe shells. With only one bend Ab in the center of the component, γ1 equals γ2 equal to 90 °. For structures with other cross-sectional shapes, for example, rectangular or square structures, the supporting elements 2.1 are bent or bent according to the required geometry and arrangement of the ribs with angles other than shown here. The fold is integrated into the rolling process or takes place on press brakes in the context of downstream processes. Round curved shell support elements are in principle produced. Further details on the bending process are shown in FIGS. 15.4 and 15.5. The area of the bend Ab in the middle of the supporting element 2.1 is thickened, ie the wall thickness w3 is greater than the adjacent wall thickness w2 of the shell. Since the fin spacing varies between b3 and b4 in conical-tapered structures, the area between the two ribs is rolled with two separate pairs of rolls. In the region of the center line of the supporting element 2.1, therefore, a thickened strip with conical course remains. This strip additionally stiffens the bearing element 2.1 in the area of the bend Ab and can be thickened on one or both sides and rounded off at the transition to the wall thickness w2 of the shell with radii. One possible application is shown in FIG. 5.3. The width of the strip varies between b5 and b6 and depends among other things on the roll width used. Possibly. For reasons of bending technology, it may be useful to replace the fold Ab in the center of the profile with two folds on the left and right of the wedge-shaped thickened strip. If this wedge-shaped thickened strip is not desired, this can be avoided by using an additional roughing stand, consisting of upper and lower rollers. Further explanations are given in the context of the method description in FIGS. 15.2 to 15.3.2. The thickened longitudinal edges Lk at the edges of the supporting element 2.1 are produced by rolling technology. The geometry is described in FIG. The thickening is, in contrast to the ribs, on the outside of the supporting structure 1. Differently than shown here, longitudinal edges which are thickened on both sides are also possible, cf. FIG. 8.1. Also possible is the arrangement of the thickened longitudinal edges on the inside. The wall thickness of the ribs Rp, as shown in this figure, steadily increase from the fin tip w4 to the wall thickness w5 at the root. In an embodiment not shown here, the wall thickness w4 at the fin tip is just as large as at the root or at the ribbed bottom w5. The rib tip is preferably rounded. The ribbed bottom is also rounded and on both sides in the form of a groove. This leads to a lower notch effect and consequently to a higher fatigue strength. The corresponding radii r1 and r2 are shown in Fig. 7.1. The wall thickness of the shell to the left and right of the ribs is the same and is w2.

Fig. 5.2 shows schematically the shell support elements with conically extending ribs of Fig. 5.1 in the planar state in a perspective view. Differences to Fig. 5.1 are the missing thickened strip and the planar design of the supporting element 2.1, d. H. the bending angles γ1 and γ2 are right angles and the bending angle δ is 180 °. This special case has the advantage for the rolling mill of a lower storage and transport volume, as well as a lower variance, since the supporting element does not have to be manufactured according to individual customer specifications. The bending according to the contour of Figure 5.1 is done in this case the end user or processor. Disadvantages are the additional process step, as well as the stresses introduced during bending, since the processor is usually bent cold. The bending stresses remain at a cold forming in the supporting element 2.1 and reduce the load capacity. Level shell support elements with two conically extending ribs are produced using the same inventive methods and devices as the load-bearing elements according to FIG. 5.1. Only the bending angles γ1, γ2 and δ are chosen differently during rolling.

FIG. 5.3 schematically shows the shell support elements with conically extending ribs from FIG. 5.2 with an opening cutout in a perspective illustration. The opening cutout may be, for example, a door opening, the cutout of a bulkhead or the opening for the laying of a pipe. The opening cutout with a width b7, which must always be smaller than the distance between the two ribs Rp, causes a weakening of the supporting element 2.1. This weakening must be compensated by reinforcing measures. Arcuate opening cutouts are preferred due to the bias of the supporting element 2.1. Sheet forms have the advantage that the sheet stressed under load mainly by compressive forces. Are arc shape and arc cross-section chosen so that the support lines of the loads occurring within the core cross-section, so occur only compressive stresses and no tensile stresses. Tensile stresses would negate the advantages in fatigue strength in the pressure threshold range. The following explanations apply mutatis mutandis to any beveled, and even shape contours, as well as shell support elements with parallel ribs.

According to the invention, the opening reinforcement of the load-bearing element consists of a combination of integrated ribs with a thickening of the local wall thickness. The thickening is restricted to the area around the opening.

As an opening reinforcement, a local thickening of the wall thickness is particularly suitable because it is particularly easy to produce with the devices and methods according to the invention. The width b5 or b6 of the thickened wall thickness w3 from FIG. 5.1 is widened by the designer in such a way that the thickened strip projects beyond the lateral edges of the opening. The extent of this broadening with respect to the opening width b7 or the opening diameter depends on how the load-bearing element 2.1 has been weakened by the opening and can be determined as a function of the load, for example by FEM calculations.

The thickening can be formed on one side inside or outside, and if necessary on both sides. In the U-shaped shell support elements of FIG. 4.1 openings can be stiffened in the same way.

Fig. 5.4 shows schematically alternative shell support elements with parallel ribs in the bent state in a perspective view. The rib spacing is constant in the Z direction, ie the rib spacings b3 and b4 are the same. The height of the ribs may vary or be constant between a minimum height hr2 and a maximum height hr1. For the design features of the ribs Rp (arrangement on the inside or outside, constant or variable wall thickness, rounding of rib tip and rib root), and the longitudinal edges Lk is made to the explanation in Fig. 5.1. The bending angles γ1, γ2 and δ depend in turn on the cross-sectional shape of the structure (round, polygonal, rectangular, square). The area of the shell in the middle between the two ribs Rp may be thickened or, as shown here, without thickening. In the absence of thickening of the wall thickness w3 continuous curves are easier to bend. At the same time simplifies the device structure for the production of the ribs, since due to the parallelism of the two ribs Rp only one pair of rollers in the width of the constant rib spacing b3 equal b4 is needed. When using a pair of rollers with cylindrical rollers without appropriate In this case, a constant wall thickness w2 will be equal to w3. If a local thickening with the wall thickness w3 is required to reinforce the supporting element 2.1, the rolling of the ribs Rp takes place with two correspondingly narrower roller pairs or by using a roller pair with a profiled roller surface. The thickened strip (not shown here) in the region of the fold Ab will in any case have a constant width b5 equal to b6, since the distance between the two pairs of rolls does not change with parallel rib progressions.

Fig. 5.5 shows schematically the shell support elements with parallel ribs of Fig. 5.4 in the planar state in a perspective view. Difference to Fig. 5.4 is the planar design of the supporting element 2.1, d. H. the bending angles γ1 and γ2 are right angles and the bending angle δ is 180 °.

Fig. 5.6 shows schematically the shell support elements with ribs with modified longitudinal edges. The right side of the supporting element 2.1 can, seen in the Z direction, be designed to be analogous to the left side and vice versa. In the previously described FIGS. 5 to 5.5, the wedge-shaped thickened longitudinal edges Lk serve to receive the plug connections SV1 to SVn according to FIGS. 8 to 8.2. To connect the load-bearing elements 2.1 to 2.n with the aid of conventional welding, riveting or screw connections, the thickened region is not required under purely static or predominantly static loading. This case is shown in Fig. 5.6 on the left side of the supporting element 2.1. The wall thickness on both sides of the left rib Rp is therefore the same and is w2. On the left outer edge Ak, for example, a longitudinally extending weld seam for connecting the supporting element 2.1 with another, not shown here supporting element may be attached. On the right-hand side of the load-bearing element 2.1, modified longitudinal edges Lk are shown for conventional joining connections when the fatigue strength is determining the dimension. Due to the notch effect of the mounting holes Lb or the weld, not shown here, the fatigue strength of the supporting element is reduced. In order to compensate for this loss of strength, a thickening of the hole or weld seam environment is proposed analogously to FIG. 4.1. The thickening with the wall thickness w3> w2 is preferably located on the inside with the ribs Rp. If no flatness of the outside is required, the thickening may alternatively be on the outside or on both sides of the supporting element 2.1. The thickening may comprise the entire area outside the ribs or, as shown, portions near the outer edge Ak. By a keerbtechnisch favorable flat slope a continuous transition to the wall thickness w2 is created. If the thickening is used for welded joints along the outer edge Ak, the mounting holes Lb can be omitted. The foreign Edge Ak, depending on the wall thickness w3, may include a weld seam preparation (not shown here), eg for a V or X seam.

Fig. 5.7 shows schematically the shell support elements with more than two ribs. With the devices and methods according to the invention, it is possible to produce sheets with any number of ribs Rp. The number of ribs depends on the stiffness requirements of the particular application and is determined by the designer taking into account the higher costs. For manufacturing reasons, load-bearing elements with an even number of ribs are preferred.

Fig. 6 shows schematically the supporting elements on the example of beam support elements with variable cross-section in a perspective view. Often the load in the longitudinal direction of the load-bearing elements is not constant. In this figure, such a case is illustrated by a beam structure. For reasons of clarity, the elements for joining and tempering are not shown in order to make the essential aspects with regard to the cross-sectional configuration clearer. This figure is intended to illustrate how the cross section of the supporting element 2.n is adapted to the varying load in the longitudinal direction. In addition, the manufacturing relationship to the load-bearing elements according to the figures 5.2 and 5.5 is shown. The beam structure consists here simplified of a supporting beam, which is firmly clamped at E and loaded at the free end with the force F. The force F causes a bending moment Mb, which steadily increases towards the clamping E and reaches the maximum value Mfc at E. In accordance with the increasing bending moment, the height of the beam-shaped support element 2.n is adjusted from the minimum height H2 to the maximum height H1.

The adaptation takes place according to the invention by coves during the rolling process in the production of the support beam. For this purpose, the same devices and processes are used, with which the supporting elements in the form of shell support elements with integrated, seamlessly rolled ribs are manufactured.

The width Br is preferably constant for the sake of simplicity. A variable width Br is also conceivable in principle, but more complex in the production and according to the theorem of Steiner less effective in terms of adaptation to the load. In the example shown, it is a double-T-shaped carrier, also called Breitflanschträger. The upper flange is parallel to the XY plane, the lower flange is inclined to the XY plane. Not shown embodiments with symmetrical mutually inclined flanges on both sides are possible. When comparing the illustrated Breitflanschträgers with the shell support member 2.1 of FIG. 5.2, the Artverwandschaft resulting from the similar manufacturing method and apparatus according to claims 15 to 24, clearly. In principle, the shell support element results according to FIG. 5.2 by bending one flange half per beam side. The relationship is shown in dashed lines in Fig. 5.2 on one side of the supporting element. Geometric differences in detail resulting from the bending process are described in the process explanations according to FIGS. 14 to 15.4. The process-related strip with the increased wall thickness w3 results from the variable heights H1 and H2, respectively, which necessitate a rolling process with two pairs of rolls. The thickening of the wall thickness w3 allows, for example, the accommodation of mounting holes, without causing disadvantages with respect to the notch class (see explanation in Fig. 4.1). The wedge-shaped thickening can be avoided by rolling technical measures, which are described in FIGS. 15.2 and 15.3, or even replaced by a depression with a reduced wall thickness w3 ^' . According to Steiner's statement, carrier forms are advantageous in which as much mass as possible is present in the peripheral areas. The middle web area thus contributes less to the area moment of inertia than the surroundings of the flanges. Through a depression in the center of the bridge, weight can be saved at approximately the same moment of inertia. Alternatively, by shifting the mass from the center of the profile into the flanges, an increase in the moment of inertia can be achieved with the same weight.

Another way to save weight is the coving of the flanges. The flange thickness is continuously reduced from to tf2 during rolling of the carrier. The flange thickness can be adjusted with one or both flanges and is achieved by continuous roll gap adjustment. The roll gap adaptation is described in the context of the figures relating to the devices and methods according to the invention.

The flanges can each be equipped at both longitudinal ends with thickened longitudinal edges Lk, not shown here, according to FIGS. 8 or 8.1 and serve for fastening purposes. Wide-flanged beams with a variable cross section have hitherto been produced by welding corresponding plates to one another. A Walztechnische production is not known. By eliminating welding, notch class and fatigue strength increase. As explained above, a modified rolled wide-flange carrier of variable cross-section can be transferred into shell-carrying elements with conical ribs and vice versa. This connection leads to the conclusion that on profile rolling mills for commercially available wide-flange girders, shell support elements with parallel ribs according to FIG. 5.5 can in principle also be produced. Further details will be explained with reference to the descriptions of the devices and methods in FIGS. 14 to 21.

Fig. 6.1 shows schematically a variant of the beam support members of Fig. 6 in a side view. Two cantilevers are mirror-symmetrically assembled to a support beam, in which the height is at the free ends H1 and in the middle H2. The height H2 is smaller than H1 as shown. In an embodiment not shown, H2 is greater than H1. The preferred embodiment is load-dependent. The production can in principle be carried out by welding together two rolled cantilever beams according to FIG. For reasons of higher fatigue strength, however, an embodiment without a weld is preferred. The hot rolling methods according to the invention according to FIGS. 14 to 21 provide the necessary flexibility to produce the illustrated embodiment in one piece.

Carrying elements according to the representation can be advantageously used for example in hall construction.

Fig. 6.2 shows schematically a further embodiment of the beam support members of Fig. 6 in a side view. In the center of the supporting element 2.n, the flanges of this special wide-flange carrier run parallel to one another over a length Ig1 greater than or equal to zero at a distance H1. At the free ends of the distance of the flanges or the height of the carrier decreases to H2. Seamless production is likewise possible with the devices and methods according to the invention according to FIGS. 14 to 21. This special Breitflanschträger can be used for example for chassis frames of rail vehicles.

Fig. 7 shows schematically the connector elements for connecting the supporting elements of Fig. 1 .1 in the axial direction. The following explanations are based on the enlarged detail Z1 of Fig. 1 .1 in a sectional view. The detail Z1 in this example refers to the interface between the supporting elements 2.1 and 2.2. All axial interfaces of the supporting structure, including the interface to the foundation at support point A, are constructed on the same principle. According to FIGS. 4 and 5, the polygonal supporting structure of FIG. 1. 1 is composed in the circumferential direction of a plurality of supporting elements. For supporting structures with rectangular or square cross-sections applies accordingly. Regardless of the number of supporting elements in the circumferential direction, precisely one connector element S1 to Sx is used per connection interface, which extends over the entire circumference and has a ring-shaped construction. In other cross-sectional shapes of the supporting structure, the shape of the connector elements is adjusted accordingly. The plug connection element S1 shown here has an outer diameter da and an inner diameter di. The outer diameter da is slightly larger than the diameter D of the supporting structure. Since the diameter D decreases with increasing height in load-bearing structures with a conical shape, the diameters da and di of the plug-in connection elements also decrease correspondingly. The supernatant depends on the tolerances and deformations, as well as on the wall thickness w2 or w3 of the load-bearing elements. Since the wall thicknesses of the As a rule, the elements generally increase due to the greater load on the foundation, the supernatant depends in particular on the greater wall thickness in the region of the respective connector interface. The supernatant ü is chosen by the designer so large that under all possible tolerance and deformation conditions a complete contact of the adjacent end-side component edges of the supporting elements 2.1 or 2.2 is ensured with the connector element S1. Only a partial overlap would affect the transmission of the biasing force Fvz _ges or the operating forces. The consequence would be a local increase in voltage with the risk of component failure. Due to the principle, the plug connection element S1 preferably consists of the same material as the adjacent supporting elements 2.1 and 2.2. If the load-bearing elements 2.1 and 2.2 are made of different materials, the material with the respective higher strength is preferred for the plug-in connection element S1. As can be seen in this figure or with the aid of FIG. 1, the plug connection element S1 is firmly clamped between the adjacent component edges of the prestressed supporting elements 2.1 and 2.2. In order to prevent lateral displacements or relative movements of the supporting elements 2.1 and 2.2 to each other in the XY plane S1 limiting plates BL are attached to the annular connector elements. In the illustrated embodiment, these are on the inside. In individual cases, an arrangement on the outside or on both sides may be appropriate. The boundary plates BL are mounted above and below the annular plug connection element S1 parallel and immediately adjacent to the respective supporting element. The attachment can be done by welds SN. In a particularly preferred embodiment, the function of the boundary plates BL is integrated directly into the annular plug connection element as a peg-shaped projection, for the benefit of the notch class. The structure corresponds to the connector in Fig. 1st The welds SN omitted.

The boundary plates are not intended to transmit bending moments. The load transfer of bending moments takes place via the prestress according to the invention, ie on the bending tension side via the tension elements and on the bending pressure side via the supporting elements. Lateral thrust forces and torsional moments in the XY plane are at least partially reduced by friction on the end faces of the prestressed elements. The boundary plates BL serve as additional security in the lateral direction. The possibility of an additional anti-rotation is shown in Fig. 7.1. Purpose of the boundary plates or the pin ZA of Fig. 1 is primarily to facilitate the assembly by the components optimally centered to each other and fixed laterally. The centering ensures optimal power flow between the shells in the vertical direction. The height of the boundary plates h3 depends on other according to the conditions of use. With conical structural forms and expected unfavorable installation conditions, for example in strong crosswinds, the height h3 is chosen correspondingly larger. In the case of cylindrical structures or structures with a constant cross-section, the insertion plates are optionally additionally provided on the outside of the boundary plates in order to facilitate assembly. The ribs Rp of the load-bearing elements lie on the entire surface of the annular plug connection element S1 for the benefit of power transmission. Corresponding details emerge from FIG. 7.1.

In the case of corrosive environmental influences, the interfaces between the plug-in connection element S1 and the load-bearing elements 2.1 and 2.2 are additionally provided with a seal AD. The seal can for example consist of an elastic Klebbzw. Sealant or any other sealing materials exist.

Fig. 7.1 shows schematically a further detail of the connector elements of FIG. 7 in a sectional plan view. As can be clearly seen, the ribs Rp are arranged between the boundary plates BL. The boundary plates BL have the distance a to each other. The minimum distance a results from the wall thickness of the ribs at the ribbed base w5, as well as from the double radius r2 at the ribbed bottom. In general, however, a significantly greater distance to the centering will suffice. If an anti-rotation of the supporting element 2.2 is required, it is advisable to attach additional centering ZH to the connector elements. These are integrated or welded in the plug connection element S1. A low mounting clearance or corresponding insertion bevels for the ribs Rp facilitate the assembly. Due to the high surface pressure due to the biasing force Fvz _ges to the end faces of the supporting elements 2.1 and 2.2 of FIG. 7 and the associated friction, the rotation is usually given even without this form-fitting.

Fig. 7.2 shows schematically the modified connector elements S1 ^' to Sx ^' for connecting the supporting elements of Fig. 1 .2. The illustration includes two possible embodiments. To the right of the center line of the corner post 8, half of a modified plug connection element S1 ^' with an inner pin ZA is shown. Half of a possible variant with outer sleeve HÜ is shown on the left of the midline. The explanations are based on the enlarged detail Z1 ^' of Fig. 1 .2 in a sectional view. The detail Z1 ^' in this example refers to the interface between the supporting elements 2.1 ^' and 2.2 ^' . Between the supporting elements 2.1 ^' and 2.2 ^' there is a plug connection element S1 ^' . All axial interfaces of the supporting structure, including the interface to the foundation at the support point A ^' , are constructed on the same principle. The supporting elements 2.1 ^' to 2.n ^' , as well as the connector elements S1 ^' to Sx ^' form the corner posts 8 of the specialist factory structure of Fig. 1 .2 and consist of round tubes, square or rectangular profiles. The plug-in principle can also be used with angle, T and double T-sections as well as special profiles by adapting the geometry of the plug connection elements accordingly. The following explanations are based on round tubes. A particular feature of the illustrated connector S1 ^' are the integrated eye or sleeve node connections Kn. One or more identical or unequal node connections Kn can be integrated in the plug connection. Also versions without node connection Kn are possible. The node connections Kn are used for fastening the truss bracing, consisting of tension and / or compression bars 7, as well as the tension elements 3.1 to 3.m or 4.1 to 4.m not shown here for biasing the supporting structure of FIG. 1 .2. Knot connections Kn can be articulated with eyes, as shown in the figure on the right, or rigidly with plug-in sleeves, as shown in the figure on the left. In classical bar frameworks, the articulated eye bolt connection is used. To avoid bending loads on the bolt Bz, a two-point bearing is preferred by means of forked eyes. The sleeves are intended for jacket structures. By shifting the attachment points for the tension elements and struts in the connectors S1 ^' to Sx ^' the corner posts 8 remain free of notch effect, to the advantage of fatigue strength of the structure. In order to achieve that also the struts 7 of jacket structures are not kerbfrei, according to the invention glued socket joints are proposed with adhesive KL. Alternatively, welds SN are possible, with corresponding disadvantages in terms of fatigue strength. The function of the boundary plates BL of FIG. 7 is seamlessly integrated into the plug connection element S1 ^' as a pin ZA. To facilitate the assembly here unspecified insertion bevels are necessary. In the embodiment variant shown on the left side, the function of the boundary plates is on the outside of the plug connection element S1 ^' . The supporting elements 2.1 ^' and 2.2 ^{' of} this modified embodiment are enclosed in the region of the interface of a sleeve-shaped connector HÜ. The supernatant ü ^'is located on the inside. This mirrored arrangement offers more space for integration of the node connections Kn.

The sleeve HÜ can be protected analogously to FIG. 7 with an additional seal AD against crevice corrosion. The gap between the sleeve HÜ and the supporting elements 2.1 'and 2.2' may alternatively or additionally contain a structural or semi-structural adhesive substances KL. The bonding creates a particularly stiff and tight connection. The gap between the pin ZA and the Eckstielabschnitten 8 and 8.1 can also be additionally glued and provided with a seal according to the arrangement of FIG. 7.

The high functional integration of the connectors is realized particularly cost-effectively by manufacturing in the steel casting process. For aluminum, the production is done by die casting. The principle of biased connector S1 ^'corresponds largely to that of Fig. 7. The diameter ^da' is above around the supernatant ^'is greater than the diameter de of the corner post 8. The supernatant ^ü' depends on the tolerances and the maximum wall thickness of the supporting elements 2.1 ^' and 2.2 ^' . By dividing the corner posts 8 into mated sections of supporting elements 2.1 ^' and 2.2 ^' is given a simple way of wall thickness adjustment in the longitudinal direction. This material savings are possible. For continuous corner handles this is not possible. The basic principle of the illustrated connectors is applicable to the entire structure of the structure or individual sections. In addition, classically constructed framework and jacket structure sections, for example with welded-on struts, can be mounted and prestressed via the connections described.

Fig. 8 shows schematically the section of the enlarged view of the connector SV1 for connecting the supporting elements of FIG. 5 in the circumferential direction. The explanation of the plug connections is described below using the example of the supporting elements 2.1 and 2.n to be connected. Plug-in connections for sheet pile wall sections are known from the patent DE10339957B3. The invention relates to a produced by hot rolling sheet pile profile made of steel in double T-shape with two centrally connected via a web flange portions with adjoining club-shaped terminal end portions. The club-shaped Anschlußendabschnitte serve to receive connecting locks. The connecting locks take up forces only in the plane perpendicular to the longitudinal direction. Forces in the longitudinal direction are intercepted by the ramming in the earth or seabed. The loads are usually static. For the secure connection of dynamically loaded structural elements in all spatial directions, the plug connections from the patent DE10339957B3 are not suitable. The object of this invention is to provide an improved embodiment which can be loaded translationally and rotationally about all three coordinate axes X, Y and Z and can also be used with dynamically stressed supporting structures. The connector SV1 consists of a T-shaped outer mold element FEA and an equal length T-shaped inner mold element FEI. The length of the form elements can extend over the full length of the supporting elements 2.1 or 2.n. However, it is also possible to use a plurality of shorter shaped elements, which in total correspond to the length of the load-bearing elements to be connected. Shorter form elements can be handled more easily. The length depends on the common installation requirements. Outer form element FEA and inner form element FEI are connected with screws SR. To achieve a secure bond in all directions, the screw is biased. The screws SR use very strong screws, preferably with the strength class 12.9. The screws SR are guided through through holes through the inner mold elements FEI and fastened in the outer mold element FEA by means of internal threads. Depending on accessibility, this can also be done the other way round. Outer and inner form element enclose the adjacent thickened longitudinal edges Lk of the supporting elements 2.1 and 2.n. The accommodation of the screws in separate elements has the advantage that the supporting elements 2.1 and 2.n themselves are not weakened by the notch effect of the screw holes, for the benefit of fatigue strength. The thread in the external form element FEA contains a screw lock SRS. The SRS thread locker is made, for example, of a plastic or a special adhesive, which is introduced into the area of the threads and at the same time closes the bore end to the outside environment. In this way, corrosion is avoided. The number of screws SR depends on the required clamping force from the structural calculation. Since acting forces in the Y direction are mainly transmitted via the form fit, the number of screws can be reduced compared to a direct screw connection of the load-bearing elements. The dimensions of the form elements FEA and FEI as well as the longitudinal edges Lk are also based on the load bearing calculation. Since it is a frictional connection in the Z direction, biasing force of the screws SR and friction surface must be coordinated so that it does not come under the acting operating loads to relative movements of the adjacent elements in the longitudinal direction. The simultaneous bias of the supporting structure in the Z direction with tension elements according to FIG. 1 .1 additionally stabilizes the connector SV1, which has a favorable effect on the required preload force and dimensions of the form elements. It requires less friction surface for a secure connection. In the outer mold element FEA mirror-symmetrical to the screw SR wedge-shaped depressions KV with the opening angle Phi φ the width b8 and the depth c1 are introduced. In the inner form element FEI no wedge-shaped depressions are provided in this embodiment. An alternative embodiment in which both the outer and inner mold elements include wedge-shaped recesses is described in FIG. 8.1. The load-bearing elements 2.1 and 2.n have wedge-shaped longitudinal edges Lk on the longitudinal sides. The contour of these thickened longitudinal edges Lk conforms to the geometry of the wedge-shaped depressions KV in the outer half of the feature FEA, ie the positive shape of the respective longitudinal edge Lk is included the wedge surface KF on the wedge-shaped depression KV to form fit. Between the outer mold element FEA and the inner mold element FEI is located in the non-prestressed state of the screws SR a gap SP, ie the T-shaped elements are shorter in total than the wall thickness w2 and the recess c1 together. This allows a bias of the connector SV1 via the screws SR. The gap SP is chosen taking into account the component tolerances so that the gap SP is never completely closed even in the prestressed state. This is the only way to ensure that the form elements FEA and FEI build up the required clamping force FK in the region of the thickened longitudinal edges Lk of the load-bearing elements 2.1 or 2.n. The opening angle Phi φ is chosen so that the connector is sufficiently biased in both X and Y direction and clearance. At an opening angle Phi φ of 45 °, the compound in the X and Y directions is biased approximately equal. Larger opening angles than 45 °, however, have the advantage of a larger contact area and friction fit, so that larger forces and bending moments can be transmitted in relation to the Z axis. The optimum opening angle φ depends on the respective load case and will generally be at least 45 ° but always less than 90 °. The outer and inner mold element FEA and FEI can be produced in the rolling process and thus particularly cost. Preferably, the inner and outer mold elements have the same strength as the high or high-strength supporting elements to be joined. The production is therefore preferably carried out with similar devices and methods. Through a post-machining, the accuracy of fit can be increased. A rough surface with a high coefficient of friction μ is preferred in this case, since it contributes to the improvement of the bonding strength. If the mechanical processing is dispensed with, the roughness can be brought about by blasting. Alternatively, the frictional engagement can be improved by corrugation of the contact surfaces. This can be achieved by embossing rolls with structured roll surfaces. The supporting elements 2.1 and 2.n are clamp-like clamped by the outer mold element FEA, so that there is a combined positive and frictional connection. The contact surface of the outer mold element FEA is protected to the supporting elements with a seal AD against penetrating moisture and corrosion. For the sealing AD, the same material and application method as for the screw lock SRS are advantageously used, so that screw locking and sealing can be applied in one process step. In a particularly advantageous embodiment, the connector SV1 is already preassembled in the factory with screws SR. This allows for automated screw pre-assembly and helps to facilitate assembly and reduce costs. The pre-assembled connector SV1 is attached to the construction site in a particularly simple manner on the longitudinal edges Lk of the supporting elements. The screws SR need only be tightened or biased. Fig. 8.1 shows schematically the section of the modified connector SV1 for connecting the supporting elements of FIG. 5 in the circumferential direction. In contrast to FIG. 8, the mirror-symmetrical structure of the outer and inner mold elements, ie the geometry of the mold elements FEA and FEI is identical, apart from the thread, which is present only in the outer mold element FEA. The supporting elements 2.1 and 2.n are clasped on both the outside and on the inside like a clasp on the form elements FEA and FEI. The same-part usage contributes to the cost reduction. The supporting elements 2.1 and 2.n have both on the outside and on the inside wedge-shaped thickened longitudinal edges Lk.

Fig. 8.2 shows schematically the section of a further modification of the connector SV1 for connecting the supporting elements of FIG. 5. The connector SV1 consists in this case of a one-piece vertically arranged double-T-shaped mold element FE with wedge-shaped recesses KV, which the supporting Elements 2.1 and 2.n in the region of the wedge-shaped thickened longitudinal edges Lk encloses. In Fig. 8.2, the wedge-shaped thickening of the longitudinal edge Lk is mounted on one side. In a variant not shown here, the wedge-shaped thickening is attached on both sides. The contour of the formula element is adapted in the region of the enclosure in each case to the contour of the longitudinal edges Lk. The principle described applies mutatis mutandis to other shape contours, not shown here the thickened longitudinal edges Lk. Between mold element FE and the wedge-shaped thickened longitudinal edges Lk of the supporting elements 2.1 and 2.n is in each case a gap SP. The gap ensures a simple and jam-free pre-assembly of the connector SV1 and is glued after completion of pre-assembly with a structural or semi-structural adhesive KL. The gap depends on the adhesive system and component tolerances and is a few tenths of a millimeter up to max. 2 mm. The adhesive KL is fed to the respective gap by means of a dosing unit, not shown here, via the supply bore ZB at the lower end of the element FE in liquid form. The feed bore may alternatively be on the opposite side of the feature FE, depending on the accessibility. During the filling process, the adhesive rises slowly in the respective gap SP against the force of gravity. Seals AD on the mold element FE prevent lateral leakage of the adhesive. The gap is additionally sealed down in the Z direction. When the adhesive KL reaches the top of the formula element FE, the adhesive supply is shut off and the adhesive cures in the gap. The result is a combined joint with form and adhesion. Positive locking exists in X and Y direction, force closure in Z direction. Since the supporting elements 2.1 and 2.n according to the invention are biased in the Z direction and thus prefixed, the load on the bond is low. The shear forces are distributed in the longitudinal direction of the adhesive surface. Advantage of this embodiment variant is the particularly simple and quick installation. No screws needed. The bond cures reliably by the prefixing of the prestressed plug connection.

9 schematically shows the exemplary embodiment of a drawbar element 3.1.1 for biasing the load-bearing elements according to FIGS. 1 .1 and 1 .2.

Requirements for the tension elements for biasing the load-bearing elements dynamically highly stressed structures are high tensile and fatigue strength with the lowest possible weight and low manufacturing costs, as well as the unrestricted mobility in the direction of the occurring structural oscillations. Tension elements in the form of tensioning cables have a very high tensile and fatigue strength. The disadvantages are the extremely high costs. Drawbars, according to the state of the art, usually consisting of round bar steels with end thread, are attached to which clevises for anchoring, have lower tensile and fatigue strength.

The low fatigue strength is due to the end thread with correspondingly low notch classes of 36 ^* and 50, respectively. The limited tensile strength results from the use of round bars, which are currently available only from normal-strength structural steels or steel grades up to a maximum of S690. The lower costs are correspondingly larger cross sections and weights. The object of the invention is to provide drawbar elements with higher tensile and fatigue strength.

Crane construction is known for the construction of tension rods made of highest grade S960 and higher. However, these are not used in the manner according to the invention, but as generally used in structural engineering for load transfer or as a stabilizing dressing.

The bias is therefore low and is applied via turnbuckles. To bias load-bearing elements with Zugstabelementen such that increases the fatigue strength of claim 1, significantly higher biasing forces are required. For turnbuckles are not suitable. There is a risk that the threads will be damaged. The high preload forces require the use of special pretensioners. In order to apply the biasing forces by means of biasing devices, appropriate recordings on the tension rod are required. Conventional eyebolts usually have a mounting hole at the ends in each case. In order to mount biasing devices according to the invention, a respective second bore near the bore for the eyebolt is proposed per end. This additional bore, as explained below, has a dual function and therefore requires a special geometry.

For strutbars made of high-strength steel grades S960 and higher, for example, in new applications such as towers of wind turbines, especially in offshore To be able to use the area under oscillating load in the sense of this invention results in higher demands on the fatigue strength and freedom from maintenance. Regular checks such as cranes, for example, to detect fatigue cracks in the tension rods, are difficult or extremely expensive.

Special precautions must therefore be taken to reduce the risk of fatigue. In the case of drawbar elements, apart from the threads, above all the fastening eyes in the area of the fork heads are susceptible to fatigue. The fatigue-prone area of the Zugstabelemente EM is shown in this figure. The fastening eye with the diameter DL produces a notch effect which leads to local stress peaks and fatigue cracks in the region EM. From the literature it is known that the voltage peaks in the EM can be significantly reduced by relief notches. According to the invention, at least one additional bore, preferably the same or approximately the same diameter DL, is provided below the fastening eye as a relief notch.

This relief hole is inventively the receiving bore ABV for attaching the biasing devices with which the tension rod 3.1.1 is brought to the required bias. The basic principle of the prestressing devices for the tension rod 3.1.1 corresponds largely to the tensioning devices for prestressed concrete. The main difference is the different transmission of the biasing force on the tension element. According to the invention, the biasing force is transmitted via a bolt to the respective receiving bore in the drawbar 3.1.1 3.1.1. So that the receiving bore can fulfill the additional function of a relief bore, the receiving bore ABV has the same diameter DL as the attachment eye BA for the eye bolt and is mounted below the fastening eye. The clamping device is inserted into the relief hole and thus does not interfere with the insertion of the fastening bolt. The bore center points preferably have a distance in the amount of 1, 5 to 2 times the diameter DL. The attachment eye has the rounded end of the Zugstabelements 3.1.1 a distance equal to 2 times the diameter DL. The drawbar 3.1.1 has a width in the area of the holes in the amount of at least 3 times the bore diameter DL. Towards the bottom, the drawbar 3.1.1 tapers to the nominal width NB of the drawbar element.

The tension rod 3.1.1 can have square, rectangular or round cross-section. The illustration shows a rectangular cross-section.

The taper of the drawbar 3.1.1 begins below the relief hole at a distance which is preferably at least 1.5 times the diameter DL speaks. The taper extends over a multiple or integer multiple of n * DL. The smoother the transition to the nominal width NB of the tension rod 3.1.1, the lower the force deflection and the more uniform the voltage curve. The threadless drawbar 3.1.1 has a total of two mirror-symmetrically arranged mounting ends with the geometry described above.

The overall length Igz of the tension rod 3.1.1 depends on the respective geometry of the structure and the transport requirements. If the described drawbar elements are made from heavy plates, the length Igz is limited by the available plate lengths and the cutter geometry.

Usual lengths are therefore a maximum of 16m. In order to be able to prestress structural sections greater than 16m, it may be necessary to connect several drawbar elements to one another. For connecting a plurality of drawbar elements of the type described, tabs L1 to Lx according to FIG. 11 are provided according to the invention. To set the exact Zugstablänge, for example, the elements of FIG. 10 or 10.1 are suitable. Nominal width NB and wall thickness w6 of the tension rod 3.1.1 are calculated according to the technical rules for tension rods.

The holes BA for the eye bolts can optionally be equipped with wear protection VS.

Fig. 9.1 shows schematically a section through a modified embodiment of a Zugstabelements 3.1.1 with wear-protected attachment eyes for biasing the supporting elements. In structures that are exposed during their life a very high number of vibrations with correspondingly large structural deformations, it may come to the attachment eyes of the drawbar 3.1.1 to friction with corresponding signs of wear. Uneven wear changes the distribution of the bearing pressure and there is a risk of fatigue cracks due to punctual overloading and scoring. According to the fastening eye of the Zugstabelements 3.1.1 is protected against wear in heavily fatigued structures. This can be done by applying a protective coating, which is indicated in Fig. 9 by the reference symbol VS. The bore wall can be protected, for example, by plasma spraying of ceramic coatings. However, the durability of the coatings can be problematic, especially at the edges.

Another possibility of wear protection consists in the use of wear protection bushings shown here. Either the entire bush is made of a wear-resistant material or the inside of the bush is coated accordingly. The direct pressing of such a bush into the fastening eye of the Zugsta- This would have the disadvantage that the fatigue-prone area EM shown in FIG. 9 is loaded by additional tensile stresses, so that the risk of fatigue is further increased. Without adequate pressure, however, the bushing would rotate during movements of the tension rod 3.1.1. This in turn would cause wear on the attachment eye. In order to prevent the turning of bushing Bu1, a bushing Bu2 is also inserted into the relief bore, but without wear protection. Both sockets are interconnected by mudguards Sb. The two sockets Bu1 and Bu2 are secured against twisting in the mudguards Sb. This can be done by pressing or by the illustrated welds or solder seams SN. The actual fastening eye is not loaded by pressing forces or weld notches, which has a favorable effect on the fatigue strength. Possibly. the fenders to the tension rod 3.1.1 are sealed with a seal AD against ingress of moisture. With appropriate wear, only the bushing Bu1 is replaced because the tension rod itself is not damaged. This has an advantageous effect on the maintenance costs. Since the bushing Bu1 represents a separate component, there are more possibilities in the selection of suitable materials for wear protection. The socket Bu1 can be coated more easily than the fixing eye in the tension rod 3.1.1.

Fig. 10 shows schematically the elements for adjusting the Zugstablänge for Vorspan- NEN of the supporting elements.

The drawbar elements 3.1.1 of FIG. 9 are non-threaded drawbars of fixed length Igz.

In order to better adapt the tension rod 3.1.1 to the actual conditions in terms of fine tuning, the elements shown for adjusting the Zugstablänge 9 are also provided.

The need for adjustable traction rod lengths can result, for example, from manufacturing and assembly tolerances of the load-bearing elements of the supporting structure.

In the illustrated embodiment, the elements for adjusting the Zugstablänge 9 of two holders H, which are connected via adjusting screws SE with nuts Mu. The illustrated geometry of the holder H is to be understood as an example in order to explain the basic principle and the advantages over the conventional tension rods with end thread. Threads generally cause a notch effect which adversely affects fatigue strength. Drawbars with end thread are classified in notch class 36 ^* or 50. These notch classes apply to the entire drawbar element. With heavy fatigue stress, this results in very large rod cross sections, based on the entire Zugstabelement. The drawbar elements 3.1.1 according to the invention themselves contain no end thread for the benefit of fatigue strength. The adjustment of the Zugstablänge via the separate elements 9, as shown in the figure. Compared with the drawbar elements 3.1.1 with a total length Igz of not more than 16 m in each case, the element 9 for setting the drawstring length has comparatively small dimensions. The unfavorable notch class 36 ^* or 50 thus only affects a narrowly defined element with comparatively low mass. As a result of the displacement of the end thread from the tension rods into separate adjustment elements 9, overall weight can be significantly reduced.

The two holders H of the illustrated adjusting elements 9 are fork-shaped and preferably made of ultrahigh-strength materials.

The two illustrated drawbar 3.1.1 and 3.1.2 are hinged about eye bolts ABz in the two legs of the U-shaped holder H.

The distance between the eyebolt ABz of the two drawbar 3.1.1 and 3.1.2 is varied over the thread of the adjusting screws SE, in which the nuts Mu are adjusted. As is common practice, the exact adjustment of the Zugstablänge is not biased state, so that the threads are not damaged. The adjusting screws SE are passed through through holes through both holders H. The adjustment VW results from the length of the adjusting screws used. If necessary, the nuts Mu are secured after adjustment by means of unillustrated terminal nuts, KL adhesives or other threadlockers. The elements for adjusting the Zugstablänge 9 include at least one adjusting screw. If only one adjusting screw is used, it will be arranged exactly in the middle of the longitudinal axis of the drawbar 3.1.1 or 3.1.2. With two or more set screws, the arrangement is symmetrical to the centerline. Instead of adjusting screws with nuts, other mechanisms can be used to adjust the tension rod length. It is crucial that the adjustment threads are not housed in the tension rod itself, but in separate adjustment components. Setting mechanisms of comparable functionality are, for example, threaded rods with nuts, threaded rods with holder-side internal thread, eccentric bolts, etc. The elements described above for adjusting the tension rod elements 9 allow the length adjustment at the interface of two tension rod 3.1.1 and 3.1.2. In some cases, for reasons of better accessibility, it may be more advantageous to make the length adjustment of the drawbar elements at the interfaces to the attachment points on the foundation B or to the special elements for transferring the prestressing force to the supporting structure 5.1 to 5.2 or 5.1 ^' to 5.2 ^' . The basic principle can be easily transferred by non-expert professionals, so that a separate presentation is omitted here. Fig. 10.1 shows schematically modified elements for adjusting the Zugstablänge for biasing the supporting elements by means of a biasing device in a lateral section. The modified elements for adjusting the Zugstablänge 9 'consist of two modified holders H', which are connected analogously to FIG. 10 via at least one adjusting screw SE with nut Mu. The holders H 'are fork-shaped and each contain an additional bore ABV1 or ABV2 of the same diameter DL as the fastening eyes, in which the tension rod 3.1.1 and 3.1.2 are articulated via eye bolts ABz. The additional bores ABV1 and ABV2 serve as locating bores for the bolts BzV1 and BzV2 of the prestressing device VSV shown in dashed lines. The pretensioner is temporarily used to preload and adjust the Zugstablänge and removed after use again. If you were to make the bias directly on the set screws SE, it would inevitably lead to a thread damage because of the invention very high biasing forces. The bias is therefore not on the set screws SE, but by changing the distance of the bolts BzV1 and BzV2. The bolt spacing BzVA is to do so with the help of a mechanism, not shown, hydraulic or similar. the biasing device VSV so far reduced until the required bias of the tension rod 3.1.1 and 3.1.2 is reached. Once the required preload force is achieved, the bolt spacing BzVA is fixed with the pretensioner. Since the adjusting screws SE are passed through the two holders H 'through through holes DB, the adjusting screws can be adjusted load and damage in this position. The adjusting screws are loaded with the preload force only when the bolts BzV1 and BzV2 are relieved. For this purpose, the mechanism or hydraulic of the biasing device is turned off. Due to the geometry and arrangement of the mounting holes ABV1 and ABV2, the mounting holes also act as relief holes for the fastening eyes and thus increase the fatigue strength of the holder. ABV1 or ABV2 have the same diameter DL as the fastening eyes and are attached to the respective attachment eye at a distance of at least 1.5 DL.

Fig. 1 1 shows schematically the tabs L1 to Lx for connecting a plurality of tie rods 3.1.1 to 3.mn or 4.1.1 to 4.mn for biasing the supporting elements in section. The explanations are given by way of example with reference to the connecting rod elements 4.1.1 and 4.1.2 to be connected. To connect the two tabs L1 and L2, which consist of the same high-strength material as the Zugstabelemente used. The tabs L1 and L2 each have approximately the same width as the drawbar members 4.1.1 and 4.1.2 in the region of the fastening eyes, ie the width of the tabs is at least three times the diameter DL of the eyebolt ABz. Since two tabs are used per connection, the wall thickness w7 of each tab must be at least half the wall thickness w6 of the Zugstabelemente amount. The two tabs L1 and L2 are mounted mirror-symmetrically to the Zugstabelementen and may additionally be coupled via the connection shown in dashed lines. The tension rod 4.1.1 and 4.1.2 are mounted on the eyebolt ABz in the two tabs L1 and L2. A lateral securing of the straps results from the bolt heads, as well as via suitable bolt locks BzS at the free end of the eye bolts ABz. The tabs L1 and L2 are equipped with relief bores EB1 and EB2 similar to the drawbar elements, which contribute to increasing the fatigue strength.

Fig. 12 shows schematically the elements B1 to Bx for the movable attachment of a Zugstabelements 3.1.1 on the supporting structure or on the foundation for biasing the supporting elements. Long slender structures, such as towers of wind turbines, are particularly swinging. As a result of the vibrations deforms their structure. The deformations are greater, the smaller the bracing angles α and β are (see FIG. 1 .1). In the case of oscillating structures with small guy winches, special demands are placed on the mobility of the drawbar elements 3.1.1 to 3.m.n or 4.1.1 to 4.m.n. Since the drawbars themselves are rigid and must not be subjected to bending, the mobility must be ensured by special fasteners. For load-bearing structures according to FIG. 1 .1, vibrations can occur in all directions of the X-Y plane. The attachment points B on the foundation or on the supporting structure must accordingly be freely movable. The explanation of the basic principle of the elements for the movable attachment of drawbar elements is given by the example of the attachment B1 at the foundation attachment point B.

The described attachment principle applies analogously to the attachment of the drawbar elements to the special elements for transmitting the prestressing force to the load-bearing elements of the supporting structure 5.1 to 5.2, as well as for the attachment of tensioning cables.

Connections for fastening of Zugstabelementen or tensioning cables according to the prior art are movable only in the plane perpendicular to the bolt axis. Angular deviations greater than 0.5 ° to this plane are not allowed. The skewed position of more than 0.5 ° would result in impermissible tensions in the gabenkopf and connecting plates. In order to enable the full mobility of the illustrated drawbar 3.1.1 not only about the pin axis, but in all directions of the XY plane, connections are required according to the gimbal principle. The elements according to the invention for the movable attachment of a drawbar element 3.1.1 for this purpose comprise two mutually perpendicular offset bolts. The upper pin ABz takes the tension rod 3.1.1 articulated in the universal joint 10.4 and allows rotational movements in the YZ plane. The lower hinge pin 10.5 accepts the universal joint 10.4 in the connection plate 10.6 and allows rotational movements in the XZ plane. Articulated connections of this type are known in yacht construction under the name Toggles.

The cardanic principle of the toggles is used in guyed masts to compensate for wind direction-dependent mast deformations and to compensate for misalignment in the bracing. Prestressed constructions according to claim 1 make similar demands on the mobility of the bracing. According to the invention, α or β is preferably prestressed under small bracing angles.

In the case of small bracing angles, lower prestressing forces are required according to FIG. 2 in order to shift the load in favor of the fatigue strength into the pressure threshold range. However, the structural deformations and the requirements for the mobility of the tension rod fastenings are increasing. In order to make use of the principle of toggles for general truss construction in the context of this invention, the structure must be improved in detail. The main weak point is the fatigue strength. Due to the bolt spacing BzA, the universal joint 10.4 is subjected to bending in the case of lateral deflection 1 1 of the tension rod element 3.1.1. The flanges 10.1 and 10.2 are also loaded by the distance measure BzH to bending. In the case of oscillating stress there is a risk of fatigue fractures, in particular in the transition region of the flanges 10.1 and 10.2 in the connection plate 10.6. The universal joint of the improved version 10.4 consists of the same high-strength material quality as the tension rod 3.1.1. Thickness and width of the universal joint are at least 3 times the bolt diameter DL. The bore or bolt spacing BzA is at least 3 times and at most 4 times the bolt diameter DL. The bore distance from the top and bottom of the universal joint is at least twice the bore diameter DL. The lower hole is surrounded on both sides by circumferential shoulders 10.4.2 to avoid direct contact of the universal joint with the adjacent flanges 10.1 and 10.2. The holes for the bolt 10.5 are equipped in a particularly preferred embodiment with a corresponding wear protection coating VS. Due to the compact dimensions of the cardan joint, various wear protection materials and processes are considered. Examples are the plasma spraying of ceramic coatings, the nitriding of the surfaces, etc. To minimize the bending moments on the flanges 10.1 and 10.2, a structural design with the largest possible support base SBY is preferred. To avoid fatigue cracks, the required width of the support base SBY at the transition of the flanges to the connection plate 10.6 depends on the maximum expected deflection £ 1 of the drawbar elements. So that the flanges 10.1 and 10.2 are relieved of acting bending moments, the line of action of the force F, which the tension rod 3.1.1 transmits via the eye bolt ABz, lie within the foot points FP. The support base SBY must therefore be at least as large as the distance of the intersection points, which form the two lines of action of the force F with the upper edge of the connection plate 10.6. The two flanges 10.1 and 10.2 are equipped in the area of the foot points FP to the connection plate 10.6 with non-designated radii. Via lateral supports 10.3 there is an additional stabilization. The distance of the receptacle for the hinge pin 10.5 from the upper edge of the flanges 10.1 and 10.2 is at least twice the diameter DL. To achieve the best possible notch class, the connection plate 10.6 with the flanges 10.1 and 10.2, and with the supports 10.3 is not welded. Structures made of cast steel or milled versions made of high-strength steel grades are preferred. The connection plate 10.6 is fastened by means of screws SR to the foundation or to the supporting structure.

Fig. 12.1 shows schematically the elements for the movable attachment of a drawbar member according to Fig. 12 in a sectional side view. As can be seen from the illustration, the universal joint 10.4 for receiving the drawbar 3.1.1 is provided with a slot 10.4.1 of the width DL or at least w6. The slot is at least so large that the Zugstabelement can move freely with the geometry of FIG. 9 and is rounded towards the lower end. The total width of the universal joint including the slot is at least 3 times the bore diameter DL. In combination with the described geometry of the universal joint, the slot acts as a relief notch and contributes to increasing the fatigue strength in the area EM at the bore of the lower hinge pin 10.5. The width of the support base SBX depends, analogously to the embodiments in FIG. 12, on the maximum expected deflection 2 2 of the drawbar element 3.1.1 in the X-Z plane. The illustrated flange 10.1 must consequently be wider than the distance of the intersections formed by the lines of action of the force F with the upper edge of the connecting plate 10.6.

Fig. 13 shows schematically the transmission of the biasing force to the supporting elements using the example of the supporting structure according to Fig. 1 .1 with special elements. The explanation of the power transmission takes place by way of example with reference to the upper Abgespangebene of Fig. 1 .1, which is biased by the biasing force Fvo. The drawbar elements, shown here by way of example, the drawbar 4.mn, which are arranged along the circumference of the supporting structure are biased to the biasing force Fvo to train. In order to bias the supporting element 2.n as well as the underlying supporting elements into the pressure threshold area, the vertical component of the prestressing force Fvoz must be transmitted to the supporting element 2.n. In the figure, the power transmission for a Entspannwinkel α of 0 ° is shown. This special case allows the drawbar elements 4.1.1 to 4.mn to be accommodated inside the load-bearing structure. This allows a space-saving arrangement and protects the drawbar elements from corrosion. If the load-bearing structure is accessible on the inside, easy control and maintenance is possible.

In the following, it is assumed that this is a tubular support structure. The basic principle of power transmission can be transferred to any other cross sections. It is important in this context that the transfer of the biasing force possible without bending moments and without notch critical details that would affect the fatigue strength of the supporting elements 2.m or 2.n, takes place. If, for example, welding consoles to the load-bearing elements in order to fasten the drawbar elements, the positive effect from the pre-load in the pressure threshold range would be reduced by 30%.

The notch class of the load-bearing structure would be significantly worsened by the welds and the gain in fatigue strength at least 20% of the highest-grade material quality would also be lost.

The basic idea of using special elements 5.1 to 5.2 for transmitting the prestressing force to the load-bearing elements is to relieve the majority of the supporting structure 1 of fatigue-critical details. Features that affect fatigue strength, such as welds, are shifted to separate components. In this case these are the special elements 5.1 to 5.2. Due to the displacement only a small part of the total steel mass of the supporting structure is affected by a reduced fatigue strength. This contributes to the reduction of steel consumption. The embodiment shown in the figure allows a virtually bending moment-free and fatigue power transmission to the supporting elements. At the supporting elements 2.n and 2.m no welds are necessary. The illustrated here special element 5.2 for transmitting the biasing force to the supporting elements is constructed on the principle of a rigid plate. The rigid plate rests all around along the circumference of the supporting structure via an outer ring Ria on the supporting elements.

The contour of the rigid plate is in each case adapted to the contour of the load-bearing elements and can be round, polygonal, rectangular or similar. be educated. If necessary, the ring-shaped elements are replaced by contour-adapted form elements.

Along the entire circumference of the rigid plate are Zugstabelemente 4.1. 4.mn fastened to evenly bias the supporting structure round. The figure shown shows a section with the Zugstabelement 4.mn As a result of the rotationally symmetrical structure, the vertical component of the biasing force Fvoz acts not only on the supporting element shown here 2.n, but on the circumferential outer ring Ria also on the supporting, not shown here Elements of the opposite Side of the structure. To prevent the outer ring Ria from twisting as a result of the bending moment generated by the tension rod element 4.mn via the lever arm HA, the outer ring Ria is stiffened by outer reinforcement plates VBa. The vertical component of the preload force Fvoz acts exactly perpendicular to the underlying load-bearing elements. Only the rigid design, as well as the all-round support of this plate construction allows almost bending moment-free power transmission to the supporting elements. The avoidance of bending moments is necessary because the interface between the supporting elements 2.n, 2.m and Ria is merely plugged analogous to the connector elements of FIG. 7. The leverage effect of bending moments would cause the interface to split. This is not allowed. The outer ring Ria has a double function. It creates a fatigue-free connector between the supporting elements 2.n and 2.m and biased the underlying structure at the same time. The overlying supporting element 2.m can be prestressed in the same way via a further clamping plane, which is not shown in FIG. The element 5.2 for transmitting the biasing force can also, unlike the one shown here, form the upper end of the supporting structure. The function of the boundary plates from FIG. 7 is realized in the element 5.2 via a centering bevel ZS in the outer reinforcing plates VBa. The outer reinforcing plates VBa, where the Zugstabelemente 4.1. n are movably attached to 4.mn, are firmly connected to the outer ring Ria. The tension bar elements are mounted in the outer reinforcement plates VBa either directly via eye bolts or via the cardan joints for the movable attachment according to FIG. In this figure, it is assumed that the cardanic bearing of Fig. 12 is located on the foundation side. Normally, it is sufficient that only one drawbar end is gimbaled. At the opposite end of the rod, a simple pin bearing suffices. So that the eye bolt ABz is not loaded on one side, the tension rod elements between two outer reinforcing plates VBa are forked. The front reinforcing plate VBa, and the eye bolt ABz are shown here cut. The arrangement of the reinforcing plates VBa and VBi depends on the cross-sectional shape of the supporting structure. In the case of tubular structural structures, the reinforcing plates VBa and VBi in a particularly preferred embodiment according to FIG. 13.1 are arranged in the shape of a spoke to the center. The experienced structural engineer will have no difficulty transferring the basic idea of the spoke-like arrangement to other non-tubular structural structures. Since for equal preload at regular intervals several Zugstabelemente 4.1. n are required to 4.mn, a corresponding number of stiffening plates VBa is required for their attachment. For space and cost reasons, it would not be expedient to let all reinforcing plates VBa go through to the center of the plate construction. According to the invention, the vast majority extends the reinforcing sheets VBa between the outer ring Ria and the inner ring Rli. The high number of reinforcing plates, corresponding to the number of drawbar elements 4.1. n to 4.mn is limited to the outer part of the plate-shaped element. Toward the center, the number of inner reinforcement plates VBi depends on the rigidity requirements of the construction. It is guided as a part of the outer reinforcing plates VBa spoke-shaped to the center of the element 5.2. The reinforcing plates VBi and VBa are fixedly connected to the inner ring Rli. In addition, on the upper surface of the reinforcing plates VBi, a plate PL is fixedly connected to the inner ring Rli and the inner reinforcing plates VBi. The biasing force Fvoz is additionally supported on the supporting elements of the supporting structure via the outer and inner reinforcing plates VBa and VBi on the opposite side, not shown here.

To simplify matters, the transfer of the prestressing force takes place according to the principle of a 2-fold cantilever beam, if only the drawstring element 4.n.m shown is considered, and the other tension rod elements are mentally blanked out.

This simplification should contribute to a better understanding. The actual conditions are of course more complex.

FIG. 13.1 schematically shows the spoke-shaped construction of the special elements for transmitting the pretensioning force to the load-bearing elements according to FIG. 13 in a sectional plan view. As can be seen from the illustration, in the center of the element 5.2 is another ring Rlz, to which the inner reinforcing plates VBi are attached. Without this central ring, an accumulation of the inner reinforcing plates would occur in the region of the center. The accessibility during welding would be problematic. A part of the spoke-shaped reinforcing plates is covered by the welded-on plate PL. Only a partial section of the plate PL is shown. On the picture of the Zugstabelemente, which are mounted between each two adjacent reinforcing plates VBa with eye bolts, was omitted here. It can be seen, however, that the area of the tie rod connection is not covered by the plate PL. This facilitates accessibility during preloading and checks. The plate PL can be used for the occasion.

Fig. 13.2 shows schematically a modified embodiment of the elements for transmitting the biasing force to the supporting elements for bracing angle> 0 °. The drawbar elements 4.1. n to 4.mn are here, according to FIG. 1 .1, arranged on the outside of the supporting structure. The biasing force of the tension rods acts, as shown, on the outside of the supporting structure 1 at an angle α obliquely downwards. The preload force Fvo can be adjusted according to the force-corner principle into the horizontally acting force com- component Fvox and decompose it into the vertical force component Fvoz. To transfer these force components to the supporting elements 2.1 to 2.n of the supporting structure, the drawbar elements are mounted with eyebolts forked in holders HZ. The holders HZ are firmly integrated in the outer ring Ria of the element 5.2. The function of the boundary plates of FIG. 7 is also firmly integrated into the outer ring Ria. The horizontal force component Fvox is supported on the pin-shaped forms ZA of the ring Ria on the inside of the supporting elements 2.n and 2.m and stabilizes the supporting structure in the lateral direction. The vertical force component of the preload force Fvoz is analogously transmitted to Fig. 13 on the supporting element 2.n exactly vertical. The interfaces between the supporting elements 2.n, 2.m and the outer ring Ria are designed as a plug connection. Reference is made to the explanation in FIG. 7. The inner ring Rli is not needed in this version. The inner reinforcing plates VBi extend in a spoke shape between the outer ring Ria and a centrally arranged ring Rlz shown in FIG. 13.1. The transfer of the biasing force to the load-bearing elements of the truss-like structure according to FIG. 1 .2 takes place according to the same principle. The corresponding elements 5.1 ^' to 5.2 ^' are only correspondingly smaller and can therefore be made, for example, from cast steel. The basic structure corresponds to the connector elements of FIG. 7.2. A separate presentation is therefore omitted.

Fig. 14 shows schematically the requirements and the basic process principle for the production of the supporting elements using the example of the shell support elements with parallel or tapered ribs, and the U-shaped shell support elements with constant or variable cross-section according to Figures 4 and 5. From the prior art It is known that components with profiled cross sections can be produced by rolling. Furthermore, it is known that significantly lower forming forces are necessary by hot rolling at high temperatures, above the recrystallization temperature. It can process very high wall thicknesses and pitches.

While in the field of thin sheets methods for producing branched structures with ribs, as well as profiles with variable cross-sections are now available, for heavy profiles with large wall thicknesses still appropriate procedures.

The state of the art for profiling thin sheets can be found, inter alia, in the patent specifications DE10039768A1, DE10305542A1, DE10322752A1, DE1001 1755A1 and DE10039768A1. Starting material is a flat sheet, which is produced in upstream processes in the steelworks. The actual profiling takes place in a second, process-technically separate step. Since the profiling takes place in the cold state and consequently very high forming forces occur, the so-called gap-rolling and gap-bending limited to the thin sheet metal area. The workable wall thicknesses are a few millimeters, preferably less than 5mm. The limit is about 10mm. The reason for the high forming forces is the required plasticization of the material. To cold-form the material, the material-specific yield point must be exceeded. The high voltages required for this purpose are generated during gap rolling via lateral rolls and auxiliary rolls. In the splitting zone, hydrostatic flow occurs locally and a branching forms.

By using the hydrostatic flow principle in the production of branches changes the structure, d. H. the strength and toughness distribution are not constant in the branched component. Wall thickness and stress distribution are also not constant due to the splitting process.

The uneven wall thickness distribution during gap rolling and the local weakening and notch effect in the sheet metal caused thereby are evident from DE10322752A1. In FIG. 9, the weakened sheet metal area is denoted by 1 d.

Each component has, depending on the process control, individual properties and property distributions. This may be desirable in individual cases, but appears to be difficult in terms of standardization in technical regulations. Even if approval were given on a case-by-case basis, the structural calculations to be carried out would in any case be very complex and expensive.

It is an object of the present invention to provide apparatus and methods for making thick-walled structural members having integral ribs and constant and varying cross-sections. The supporting elements produced should be particularly stiff, homogeneous, fatigue-proof and inexpensive. According to the invention this object is achieved by the direct rolling method described below. In the direct rolling process, the load-bearing elements according to the invention are rolled directly from slabs above the recrystallization temperature and profiled according to the contour requirements. The intermediate step of producing flat starting sheets, which is required for nip rolls or gap bending, is eliminated. The direct rolling process is a process for use in the steel mill because of the required high process temperatures. The material, unlike the Spaltwalzverfahren in which the plasticization takes place in the cold state by forced hydrostatic flow, plasticized mainly on the high temperatures. Due to the high temperatures, the yield point is greatly reduced and allows the transformation of large wall thicknesses well above 10 mm. Uneven wall thicknesses, which lead to a local weakening of the sheet, can be avoided with the method according to the invention. The continuous process enables energy-efficient and cost-effective production, since the steel only Once heated and processed directly to the final product. The subject of this invention is the direct rolling of new profile geometries with conventional and special rolling stands. These include, inter alia, profiled heavy plates, in particular shell support elements with ribs running parallel or conically in the rolling direction, U-shaped shell support elements with a constant or variable cross section and other heavy profile geometries according to the exemplary embodiments from FIGS. 4 to 6.2.

Hot-rolled products have very homogeneous properties and are ranked in the best notch class, according to Germanischer Lloyd's catastrophe catalogs. The calculation is state of the art. The approval of new hot rolled products is easier. There are a large number of standardized profile shapes and dimensions in the hot rolling sector. Examples are I-profiles and wide-flange beams, U-steels, column profiles, sheet pile profiles, pile profiles, mine removal profiles, rails, etc. These are usually made of normal-strength structural steels S235 and S355, in special cases also of the higher-strength grade S460.

The use of high-grade grades over S460 is currently only known for square profiles or rectangular profiles (so-called tempered MSH profiles).

Seamless hot rolled products in the form of profiled sheets with integrated ribs, shell support elements produced therefrom, as well as seamless hot rolled profiles with variable cross sections, according to FIGS. 4 to 6.2, are not known, neither from normally strong structural steels nor from higher and highest-strength grades. If shell support elements are reinforced with ribs or beam supports with variable cross-sections are used, these are welded together from corresponding elements, with corresponding disadvantages for the fatigue strength.

In the following, with reference to FIG. 14, the requirements and the basic process principle for producing seamless normal, high and very high-strength load-bearing elements with integrated ribs or variable cross sections are presented.

In the context of this invention, only the hot rolling of steels with the wall thicknesses customary in structural engineering is discussed, since aluminum has hitherto had little significance in structural engineering. Starting point is the intermediate product wide flange, also called double T-beam. The method of manufacturing parallel flanged wide flange beams is prior art. In the embodiment 2.1 A shown here, the flanges are not parallel to each other. As shown, the cross section of the carrier increases rearwardly symmetrically with respect to the longitudinal axis. A carrier mold with unsymmetrical cross-sectional increase has already been shown in FIG. Before discussing the explanation of the method for the production of wide-flange carriers with non-parallel flanges with reference to FIGS. 15.2 and 15.3, it is intended to refer to this point. Next, the necessary process flexibility for the production of the parts family bearing elements are illustrated. Both the U-shaped shell support elements 2.1 B and 2.1 C, as well as the flat and curved shell support elements with integrated ribs 2.1 D to 2.1 F provide modifications of the double-T-shaped Breitflanschträgers 2.1 A dar. It is easy to imagine that the shell support elements with integrated ribs 2.1 D to 2.1 F can be made in principle from a wide flange, in which, as indicated by the arrows, two flange halves are bent. It can also easily be imagined that parallel flange flanges require parallel flange flanges for parallel fins, whereas flared flanges with non-parallel flanges are required for conical fins. However, when looking at the geometry of standardized double-T beams, it quickly becomes clear that the geometry must be modified in detail so that cracks in the area of the radii do not occur during bending. In order to produce shell elements with constant wall thickness on the left and right of the ribs, the wall thickness distribution in the support must also be adapted. The method and the devices must also be modified, especially if shell support elements with conical ribs are to be produced. These are necessary anyway for the production of the required Breitflanschträgers with non-parallel flanges. Methods and devices according to the invention are designed so that all supporting elements according to the figures 4 to 6.2 can be made with it. To better understand this conception and the necessary geometry changes, additional figures are attached. At this point, only the fundamental principle is clarified.

The production of seamless hot-rolled normal and high-strength load-bearing elements with parallel or conical ribs is a feature of the method and apparatus according to the invention. Another feature is the manufacturability seamless seamless hot-rolled normal and high-strength supporting elements with variable cross-sections.

Wide flange with parallel and non-parallel flanges are used according to the invention not only for the production of shell support elements or sheets with integrated ribs 2.1 D to 2.1 F, but as shown also for the production parallelflanschiger and not parallelflanschiger U-profiles with and without additional folds 2.1 B or 2.1 C. The production of U-shaped shell support elements from pre-profiles of double-T-shaped wide-flange support is state of the art in parallel-flange design. For the preparation not parallelflanschiger U-profiles process modifications are necessary, which emerge from Fig. 16. The production of U-profiles in the rolling process offers the possibility of realizing flange areas with greater wall thickness. If the flanges are used for connection according to the figures 4 and 4.1, the notch effect the holes compensated by the higher wall thickness. When folding heavy plates, only U-profiles with constant wall thickness can be produced. The notch effect of the mounting holes can thus not be compensated and has a negative effect on the fatigue strength. The object of this invention is the conception of flexible methods and devices for the production of all embodiments of load-bearing elements 2.1 A to 2.1 F shown here, as well as the special beam elements according to FIGS. 6 to 6.2.

The supporting elements produced by these methods should in addition to normal strengths in particular highest strengths, d. H. with steel yield strengths up to 1300MPa and higher or with aluminum up to 700MPa and higher.

The production should be possible with the same or similar equipment. Also, the production of standardized profiles according to the prior art, for example, parallel-flange U and double T-profiles, as well as sheet pile profiles should be possible with these devices and methods. The thickened longitudinal edges for the inventive plug-in connections SV1 to SVn according to FIGS. 8, 8.1 and 8.2 are to be integrated into the production process.

Fig. 14.1 shows schematically the rough process flow for the production of the supporting elements using the example of the shell support elements with parallel or tapered ribs, as well as the U-shaped shell support elements with a constant or variable cross-section. After the previous versions of Fig. 14, the basic idea of this invention in the use parallelflanschiger and not parallelflanschiger wide flange 2.1A with a modified geometry of FIG. 15 as a precursor VPR for the production of the embodiments 2.1 B to 2.1 F. This precursor VPR is by Rolling and bending the flanges brought into the desired final contour. Variable cross-sections and rib spacings, as well as the realization of the highest material strengths make increased demands on process control.

As described below, special processes and devices as well as additional process steps are necessary. According to the invention, the continuous casting process is able to produce semi-finished products (slabs, blocks, beam blanks) with variable, in particular wedge-shaped cross-sections. In Fig. 14.1, the corresponding semifinished product is designated BRA. A procedural solution with special continuous casting SG and special mold KO is shown in detail in Fig. 18. Alternatively, the semi-finished products are reworked after continuous casting by lateral trimming, for example with flame cutting BSA.

A further possibility which is particularly preferred according to the invention is explained with reference to FIG. 15.1 .1. Wedge-shaped slabs are produced by longitudinal profiled rollers. produce output slabs with a constant rectangular cross-section. Longitudinal profile rolling stands LPW are used. All three variants for producing wedge-shaped slabs BRA are schematically indicated in FIG. 14.1.

The subsequent rolling process of the slabs to the preliminary product VPR takes place with the gantries VG1 to FG and must be adapted to the variable cross sections which result from the wedge shape of the slab BRA.

For this purpose, the rolls must be continuously tracked NC-controlled during the rolling process.

Special frameworks with adjustable roller axes and additional roller pairs are necessary. Due to the high rolling forces strong linear drives are required for the tracking of the rollers. Further details will be explained with reference to FIGS. 15.2, 15.3, 19 and 19.1.

Depending on the desired final contour of the load-bearing elements according to FIG. 14, a bending process follows.

Bending can take place either offline on press bending or bending presses GBP or inline in the direct rolling method according to the invention in concatenation with hot rolling profiling stands WPG1 to WPGn.

The hot rollforming stands are specially adapted to the conditions of hot forming. This applies in particular to the use of heat-, pressure- and wear-resistant roll materials. Alternatively, the bending can be done inline by concatenation with conventional caliber rolling stands not shown here. However, variable cross sections can not be processed with it. The bending is carried out according to this invention preferably by a concatenation with trackable (flexible) hot-roll forming.

The possibility of inline linking with hot rollforming stands has the advantage that the rolling stock is bent while still warm. This reduces the forming forces. The bending on press brakes is usually done in the cold state and is associated with corresponding restrictions and high forming forces. While the wall thicknesses of the flanges, both in the Breitflanschträgern as well as the U-profiles, are usually made thicker than the webs between the flanges, the shell in the shell support elements with integrated ribs everywhere have the same wall thickness to a uniform possible carrying capacity to reach. The intermediate product VPR of the wide flange carrier, from which the shell support elements are produced, is therefore to be rolled so that the web has the same wall thickness as the adjacent flanges over the entire width of the last pass. This applies at least to the Flange halves that belong to the shell after bending. The flange halves, which form the ribs after bending, can also be rolled, if necessary, so that a wall thickness deviating from the shell is produced. Breitflanschträger are currently only up to a yield strength of max. 460MPa available. In order to be able to produce steel profiles of the highest strength up to 1300MPa and higher, special process control is required when cooling the rolling stock. This remuneration is currently state of the art only for flat heavy plates, as well as for special rectangular profiles. In order to be able to compensate arbitrarily profiled cross-sections, modifications in the tempering process consisting of the substeps of heating in the roller hearth furnace RHO, quenching in the flow quencher DQ, tempering in the tempering furnace AGO and straightening in special straightening machines, preferably hot straightening machines WR, are necessary. The modifications serve to adapt the compensation method to the more complex three-dimensional cross-sectional geometry of profiles, as well as to the spectrum of different profile geometries according to FIG. 14. This results in a greater need for flexibility in the devices. Further details are shown in FIGS. 14.2, 14.3, 20 and 21.

The overall process chain thus consists, as shown in the figure, of the process steps continuous casting, hot rolling, as well as bending and tempering.

Since the acquisition of completely new rolling mills involves very high investments, it makes sense to consider both concepts for variable profile cross sections and variable fin spacings, as well as concepts for constant profile cross sections and fin spacings. The latter allows the re-use of existing facilities and the reduction of funds required.

FIG. 14.2 schematically shows a combination of conventional rolling processes with the bending and tempering methods according to the invention for producing the load-bearing elements. Parallel Flange Wide Flange Beams BT of large dimensions are produced by hot rolling on heavy profile rolling mills in several consecutive process steps. Heavy profile rolling mills enable the production of web heights up to approx. 1000mm.

By bending each of two flange halves, the shell support elements according to the invention with part widths of approximately 2000 mm can be produced from the modified pre-products VPR of the wide-flange support.

However, only constant cross sections and rib distances can be realized. When profile rolling different starting materials are used. Semi-finished products are continuously cast slabs BRA, blocks or so-called beam blanks. The latter are precast profiles cast close to the final dimensions, which help to reduce forming work and eliminate heavy roughing in profile rolling mills. The semi-finished products have constant widths and are first brought to rolling temperature of about 1050 to 1200 ° C in special ovens, for example Hubbalkenöfen HBO. After a high-pressure descaling HZW, the rolling stock is converted in the roughing mill VWW with the roughing stand VG, corresponding to the rolling plan, to form a pre-profile VP. This is done by repeated reversing rollers, shown in the figure by thick arrows, in the different calibers of the top and bottom rollers. The shape change is done by upsetting, whereby the roll gap is gradually reduced. The large dimensions require the use of the wedge compression method. The flange width can be adjusted in this method by the degree of compression. The short slab side is first notched in the cutting caliber. The notched side surfaces are further compressed and widened in the subsequent rolling steps. This reduces the notch angle. In the last step of the roughing the slab is turned and the typical dog bone shape of the pre-profile is formed. When using beam blanks with a close-fitting geometry, fewer compression stages are required. The dogbone pre-profile is then transported to the Universal Beam Mill UTW. The linking between the furnace zone, pre-rolling mill and universal beam rolling mill is carried out by roller conveyors. The universal beam rolling mill consists of three rolling mills arranged one behind the other with the sequence of roughing (edging) - edging - finishing (finishing). In this universal tandem group, also called REF scaffolding group, the rolling stock is brought in accordance with the rolling schedule by repeated reversing rollers according to the XH method in the intended form of the broad flange carrier BT. The reversing process is shown here by thick arrows. The roughing framework RG consists of two horizontal-axis rolls accompanied by a pair of vertical-axis side rolls. The lateral rollers can be moved independently of each other and are contoured according to the X-shape to be formed. The Roughing framework RG does most of the forming work because it reduces the cross-sectional area of the rolling stock the most. The upsetting or edging framework EG consists of two elaborately manufactured rollers with horizontal axes. This framework is responsible for the control of the carrier form, in particular the flanges. The cross-sectional area of the rolling stock is only slightly reduced. The Fertigbzw. Finishing framework FG corresponds structurally to the roughing framework. Difference is the cylindrical shape of the lateral rolls. The cylindrical shape is necessary to reach the final H-shape of the double-T beam. The finishing stand is used only for the last stitch and sets the exact dimension of the profile. The geometry of this profile depends on whether a subsequent further processing by bending takes place. In this case, the profile of the precursor VPR X-shaped according to Fig. 15 must be formed (in Fig. 15, only one half of the X-shaped pre-profile is shown because of the symmetry). In the following, it is initially assumed that a wide flange beam BT or double-T-shaped sheet pile wall profile with standardized geometry is to be produced. The bending process is thus eliminated. On the possibility of producing U-shaped profiled shell support elements 2.1 B from precursors of the H-shaped Breitflanschträgers is discussed in Fig. 16.

With regard to the wide-flange beam BT, it is assumed that it has, if necessary, higher yield strengths than is currently the case, ie. H. over 460MPa.

The remuneration of wide flange beams is not state of the art. Wide flange beams are manufactured in the so-called normal rolling process with and without annealing (so-called normal annealing or normalizing, austenitizing> Ac3). Higher yield strengths and tensile strengths can be achieved for normalized steels essentially only by higher alloy contents or by normalizing rolling at appropriate temperatures. Yield strength above 460MPa requires higher cooling rates that require quenching (so-called quenching, delivery condition Q). Subsequent annealing at about 100 ° C. below Ac1 modifies the hard and brittle martensite areas and increases the toughness of the microstructure.

Profile rolling mills according to the prior art, are i.d.R. not set up. It lacks the appropriate stoves and cooling devices. Thermomechanical treatment methods, which are advantageously used for heavy plates, are problematic for increasing the strength and toughness of profiled cross sections. Rolling at different temperature and structural states is very complex even with flat heavy plates and would be further complicated by the rolling of the profile shape according to the invention.

In addition, the subsequent hot rolling profiling or a combined cold bending and normalizing the profile flanges in TM steels is problematic because of the structural impairment.

To increase the strength, therefore, the aforementioned quenching is provided. Compared steels as supplied Q are state of the art for heavy plates and rectangular profiles. Profiles with a structured surface, inhomogeneous mass distribution and variable cross-sections can not currently be produced in sufficient quality.

In order to compensate the profile shapes according to the invention, including the shell support elements with integrated ribs, modified methods are required. The need for process modifications in tempering results from the particular geometry or geometry diversity of the structural elements of FIG. 14. There are various shapes and dimensions, as well as variable cross-sections to compensate, each of which make other demands on the heating and cooling process. Since these are thermal processes, there is an increased risk of delay. The comparatively small wall thickness of profiles offers little resistance to distortion, apart from the main axes of inertia. Particularly uniform heating and cooling are therefore of fundamental importance. Wall thickness differences of the flanges, webs and ribs, as well as local mass accumulation in the area of the material branches have an effect on the uniformity and must be controlled in the process control device side. Dimensional deviations with regard to evenness and angular accuracy must be compensated by subsequent straightening processes.

In the interests of maximum flexibility, tempering is carried out with the process steps of heating in the roller hearth furnace RHO, water quenching in the run-through zone DQ, tempering in the tempering furnace AGO, and straightening in special leveling machines, preferably hot-leveling machines WR immediately following the profile blank Hot saw WS is performed at the end of the rolling mill.

The furnace process, in which the rolling stock is heated to Austenitisierungstemperatur already makes increased demands on the process control. To avoid distortion, the heating of the rolling stock must be as even as possible. According to the invention, this is achieved by modified roller hearth furnaces RHO. The modifications concern the arrangement of the burners and the temperature control. It is necessary to drive as flat heating curves as possible, so that temperature differences in the rolling stock can be compensated via thermal conduction effects. This is achieved by a finer subdivision into different temperature zones with corresponding hold times. The temperatures are gradually increased from zone to zone. The burners are arranged in such a way that the most uniform temperature distribution possible on the component surface. This requires an all-round burner arrangement, not only on the top and bottom, and a possibility of variable burner distances ahead. The task to build such an oven is readily solvable by experts, so that is omitted in more detail at this point. Ensuring a uniform quench in the continuous flow DQ, which is necessary not only to avoid distortion but also to form a homogeneous structure, is dealt with in FIG. Process changes relating to hot straightening are shown in FIG. 21. Initially, there are no changes in the area of the subsequent ADJ finishing.

Normal-strength profiles, which are not tempered, go straight to the finishing line. The procedure in the finishing line corresponds to the usual standards - cooling in cooling beds or cooling pits, execution of inspection and inspection work, as well as dispatch processing. Subsequently, the case is considered that the Breitflanschträger is used as a precursor VPR for the shell support elements 2.1 B to 2.1 F of FIG. 14. The geometry of the Breitflanschträgers is modified and bent according to FIG. 15 for this purpose. The bending takes place immediately after the reversing rolling process described above. With correspondingly large numbers of pieces, the use of continuous roll forming is suitable for this purpose. The reversing movement of the rolling stock in the REF scaffolding group is followed by a unidirectional uniform movement in the roll forming stands WPG1 to WPGn. The conveyor technology is decoupled from the REF stands of the universal beam rolling mill and is controlled separately. During roll forming, the rolling stock is passed continuously through the contoured roll gap of a plurality of roller pairs arranged one behind the other and thereby bent stepwise to the final contour. A change in the material thickness is not intended in this case in the rule. Due to the high residual heat in the rolling stock, only a few forming stages or scaffolds are necessary. This is an advantage over the usually cold process. Since the precursor VPR has uniform cross-section in this figure, it is possible to work with constant adjustment of the roller pairs.

If only constant cross-sections are produced, conventional caliber rolling stands can be used in reversing operation instead of the hot-roll forming scaffolding.

In the case of small quantities, bending into the final contour can alternatively be carried out with heavy ABP or swaging presses GBP. There are known press brakes on which heavy plates of 16m length and 30mm plate thickness can be processed. Due to the cold forming, however, locally very high stresses are introduced in the region of the radii. This may require a normalization not shown here. Due to the lower forming forces, the bending takes place both during roll forming and during folding in the unmolded state. With reference to FIG. 14, annealing after bending into the final contours 2.1 C, 2.1 E or 2.1 F according to purely deformation-technical aspects would have advantages. However, a compensation during the intermediate states 2.1 B or 2.1 D has the advantage of a variant reduction in the steelworks. The parts are easier to store and transport. The disadvantage is that an additional process step at the customer with correspondingly higher costs is necessary for bending in the final contours 2.1 C, 2.1 E or 2.1 F. Which variant is used is to be decided on a case-by-case basis. A tempering of the final contours 2.1 C, 2.1 E or 2.1 F at the customer is excluded for cost and warranty reasons. The state 2.1 A is tempered if no further processing is provided by subsequent bending processes, ie if a high-strength broad-flange beam is to be delivered. The overall process chain thus consists, as shown, of conventional continuous casting, conventional hot rolling, bending and tempering.

With the described method, heavy plates with integrated stiffening ribs, even in very high-strength grades, can be produced. The potential for reducing wall thickness in the case of ultra-high-strength steels can be better utilized, as the danger of buckling due to the ribs is greatly reduced.

For the first time, this enables the cost-effective lightweight construction of bucket-endworked steel load-bearing structures. Rolled stiffening ribs, in particular hot rolled stiffening ribs according to the direct rolling method according to the invention, have the advantage of the best possible notch class 160 over welded stiffening elements, which has a very positive effect on the fatigue strength. This in turn allows weight and cost advantages. With the method described above, heavy plates with two parallel ribs and sheet widths of about 2m can be produced.

Larger sheet widths can be made with larger and more stable frameworks if necessary. Rolling processes for the production of heavy plates with more than two stiffening ribs are explained with reference to FIG. This method is preferably used when very high demands are placed on the fatigue strength of the load-bearing elements. Alternatively, especially with purely static or predominantly static loading, metal sheets with a width of more than 2 m and additional ribs can be produced by longitudinal seam welding. Although the longitudinal seam means an extra effort, but is still cheaper than the welding of the individual ribs, as this much more welds would be necessary. The notch effect by the weld can be compensated if necessary by thickened longitudinal edges according to Fig. 5.6. It is also proposed to use welding processes that lead to the highest possible notch class.

In principle, laser welding would be suitable for this purpose. Another possibility is the friction stir welding RRS. The advantage of friction stir welding is that no molten phase is generated. The residual stress level is low. Very high seam qualities can be achieved. The low residual stress level and the high seam quality allow for high notch classes and fatigue strength. Welding consumables are not required so that steel grades can also be welded using S960MPa, for which there are currently no welding consumables available. However, very high forces are required for steel, which requires heat sup- port. It therefore makes sense to use the residual heat of the rolling stock from the rolling and bending process. The joining of the sheets is preferably carried out after bending in the flat state, just before tempering. Due to the kindredness of the friction stir welding to the rolling process, which results from the rotating tools, the process can be well integrated in rolling mills. The method step friction stir welding forms an option in the illustrated process flow. Profiles that are not welded together pass through the friction stir welding machine without appropriate machining.

14.3 shows schematically the process for producing the supporting elements with variable cross-section or non-parallel ribs consisting of modified continuous casting process, modified rolling process, as well as the bending and tempering process according to the invention. In order to clarify the process differences for the process of producing supporting elements with variable cross-section or non-parallel ribs, only the method steps which differ from FIG. 14.2 will be discussed below. The changes result mainly from the variable cross sections of the profile shape or the non-constant rib spacing. The requirements of the methods and devices are correspondingly higher due to the complexity of the geometry. The changes begin in the area of the continuous casting plant SG, where the semi-finished steel products are produced for the rolling process. There are slabs or blocks with variable width produce.

There are basically three options for this. One possibility is the lateral trimming of the slabs BRA directly at the outlet roller table of the continuous casting plant. The trimming can be done for example by flame cutting BSA. The advantage of this method is the high flexibility of possible blank geometries. Disadvantages are the material waste, the low cutting speeds and the higher costs, so that this method is preferably provided for preliminary tests and prototypes.

The second possibility is the use according to the invention of an adaptable casting mold KO. The width of the cast strand is continuously varied according to FIG. 18 via slides. There is no material waste and the cost of the fuel cutting omitted.

The third, according to the invention particularly preferred option is the longitudinal profile rolling of the slabs according to the figures 15.1 .1 to 15.1 .3. Starting materials are slabs with constant rectangular cross-section, which are manufactured with conventional continuous casting plants. With longitudinal profile rolling stands LPW these slabs are then further processed into wedge-shaped slabs. The wedge shape is generated by permanent, synchronous to the feed movement change of the roll gap. All three variants for producing wedge-shaped slabs BRA are schematically indicated in FIG. 14.3. The wedge-shaped slabs BRA are fed after heating in the oven HBO, and after the high-pressure scale washer HZW the roughing stand VG1 the roughing and gradually transformed into a pre-profile VP. The roughing stand VG1 is a duo scaffolding with caliber rollers. Due to the variable slab width, the roughing stand VG1 must be able to roll variable cross sections. Since the longitudinal sides of the slab are perpendicular to the roll surfaces during the first calibration steps, as shown in FIG. 15.1, the adjustment can be effected by continuous adjustment of the roll gap WSP between the top and bottom rolls during the swaging operation. The change in the roll gap WSP takes place synchronously with the feed movement via the corresponding actuators of the rolling stand and is controlled by the associated control. This known in the field of heavy plate production process of longitudinal profile rolling is state of the art. The nip is not continuously changed from one stitch to the next, but during a stitch. During the last calibration step, adaptation over the roll gap is not possible. The pre-profile lies here flat between the upper and lower rollers. The notched wedge-shaped longitudinal sides can not be machined in a caliber with a constant caliber width. Only top and bottom of the web can be processed in the nip in a strip of constant width. The lateral edge zones in the area of the flanges can not be processed. The bone shape of the pre-profile can therefore not be completed in the roughing stand VG1. In principle, it would be conceivable to carry out the completion of the pre-profile in the first two universal stands of the REF group, ie Roughing framework RG and Edging framework EG. However, to increase the accuracy, it is proposed to precede the REF group with two additional rough stands VG2 and VG3. The roughing stand VG2 has the same structure and the same functionality as the roughing stand RG, ie it is a special universal stand with adaptable axes. Structure and operation are described in Figures 15.2, 15.3, 19 and 19.1. The roughing stand VG2 serves for further shaping of the bone-shaped flange areas. The roughing stand VG3 levels wall thickness differences of the web in the width direction, which are due to the roughing stand VG2. Like the roughing stand VG1, the roughing stand VG3 consists of a pair of rolls with horizontal axes, ie it is a duo scaffolding. In this case, the rolling track of the roughing stand VG3 overlaps with the laterally adjacent rolling tracks of the roughing stand VG2, compare FIGS. 15.2 and 15.3. The result is a Vorprofil VP with constant wall thickness in the width direction of the web. The flange width is calibrated over the side rollers of the subsequent roughing frame RG. The calibration process of the preliminary profile is followed by the actual rolling process according to the XH method or according to the XX method shown in FIG. 15.2. First, the roughing framework RG and the edging framework EG of the REF framework group are used. The rolling stock is reversibly moved back and forth between the two stands according to the thick arrows. In order to avoid a wedge-shaped thickened strip in the middle of the profile according to FIG. 5.1, the roughing stand VG3 is included in the universal rolling operation of the REF group. The rolling stock is reversely moved according to the thick arrows between the three stands RG, EG and VG2 back and forth. In the last step, the finishing mill FG of the REF group will be traversed. Due to the variable profile width, the three stands of the REF group and the roughing stand VG2 must be adaptable. Further details are given in FIGS. 15.2, 15.3, 19 and 19.1. The lateral rollers of these stands are translationally adjustable in the direction of the profile width. During the advancing movement of the profile, the roll position is continuously adjusted via NC-controlled axes of the variable profile width. For this purpose, strong linear drives are necessary. Due to the variable flange spacing, it is not possible for these stands to roll out the area between the flanges with only one pair of rollers, as is usual with parallel wide-flange beams. There are two pairs of rollers with separate axes required, each pair of rollers follows the course of the corresponding flange. Only the division on two rollers allows a constant nip to the side rollers as a prerequisite for the molding constant flange thicknesses. The horizontal pivotable roll axes each form a right angle to the corresponding flange. The rolling directions of the two pairs of rollers are inclined to each other due to the wedge-shaped flange and intersect at a common point of intersection. The width of both rollers is smaller in total than the minimum flange distance. In conjunction with the centrally arranged roller pair of the additional roughing stand VG3 results in a web with a constant wall thickness. The roll width of the roughing stand must be narrower than the minimum flange distance and must also overlap the rolling paths of the REF stand group. In the last pass, the nip of the additional roughing stand VG3 and the finish rolling stand FG must be set to the same stitch height in order to produce a constant wall thickness w2. If a thickened strip is desired, for example for reasons of reinforcement in the middle of the profile, the roughing stand VG3 can be adjusted correspondingly to a wall thickness greater than w2. Possibly. The roughing stand VG3 can also be shut down. It is also possible to set a smaller wall thickness if a depression is desired in the middle of the profile. In the version without thickened strips, the transitions between the rolling tracks may be deburred by plastering. The roll gap for forming the flanges is adjusted as needed. For wide flange beams, a wall thickness greater than w2 is usually used for the flanges. In the case of shell support elements, on the other hand, a uniform wall thickness w2 is preferred, ie the wall thickness should be equal to the left and right of the ribs. The ribs themselves may have the same or a different wall thickness. According to this invention, the shell support elements are made of modified wide-flange beams BT or precursors VPR by subsequent bending operations. One flange half becomes the rib or the adjacent area of the shell.

This must be taken into account when rolling the modified wide flange carrier in the adjustment of the roll nips, and possibly in the design of the roll contour. If bending into the final contours 2.1 C to 2.1 F according to FIG. 14 takes place with roll forming stands WPG1 to WPGn, a corresponding process flexibility is also necessary here.

Flexible roll forming of variable profile cross sections from contoured sheets is now state of the art in the cold rolling of thin sheets (see DE1001 1755A1).

The basic principle can be transferred to the direct rolling process according to the invention of heavy profiles from contoured slabs.

For the bending of the flanges of the Breitflanschträgers 2.1 A of Fig. 14, this means that the pairs of rollers must follow during the process of each contour of the bending line. For this purpose, a movement or pivoting movement of the axes is necessary. The roller pairs must each be perpendicular to the flange half to be bent. Amongst other things, the number of bending steps or profiling stands depends on the bending angle, the distance between the stands and the leg or flange geometry. Through an additional calibration stage, the underside of the sheet can be leveled when producing flat sheets with integrated ribs.

The hot roll forming process will be described in more detail with reference to FIGS. 15.4 and 15.5.

The process step friction stir welding RRS forms an option in the illustrated process sequence. Profiles that are not welded together pass through the stirrer welding system without appropriate machining.

Fig. 15 shows schematically the preferred flange geometry of the modified broad flange support for the production of the supporting elements using the example of the shell support elements with integrated ribs in a section. The geometry described below applies equally to constant and variable rib spacings. Due to the symmetrical structure, only the left side of the wide flange carrier is shown. In order to clarify the differences of the modified broad flange carrier, the figure additionally contains the geometry of a standardized wide flange carrier. This is shown in dashed lines. Usually, the flanges of the standardized wide-flange carrier FLBo and FLBu have a greater wall thickness w8 than the bar St with the wall thickness w2. To produce the shell support elements according to the invention with integrated ribs the lower flange FLu of the modified wide flange carrier must have the same wall thickness w2 as the bar St.

From the comparison with FIG. 9 from DE10322752A1, it becomes clear that this requirement can not be realized with the nip roll or gap bending method since the cross section in the region 1d, which corresponds to Flu in FIG. 15, is weakened.

The upper flange of the modified broad flange support FLo can have a wall thickness w4 or w5 deviating from w2 (compare FIGS. 5.1 et seq.). In addition, it can be seen from the illustration that not only the wall thicknesses have to be changed compared to the standardized wide flange carrier, but also the angular position of the flanges and the design of the radii. If the lower flange FLBu of the standardized wide-flange carrier were bent upwards in accordance with the bending direction BR, the rolling stock would tear in the region of the radius r4. On the outside of the FLBo and FLBu flanges extreme compression forces would occur. Bending would create an undefined geometry. In order to produce the desired geometry, shown here with normal line width, by bending, the modified wide-flange carrier must have the initial geometry shown in bold here. If you add the idea not shown here right side of the wide flange carrier is clear that it is an X-shape. The initial geometry is characterized by an angular symmetry, i. H. the upper flange FLo lies exactly on the bisecting line WH between see the lower flange FLu and the bridge St. From the Symmetrieb condition follows that the angle γ3 between the flanges FLo and FLu and between the flanges FLo, FLu and bridge St equal are. This condition is met when γ3 is 120 °. The angles between the flanges FLo and FLu and between the flanges FLo, FLu and web St should be at least approximately equal.

The symmetrical arrangement has the advantage that the radii left and right of the upper flange FLo are the same size, ie the radius is r2 in each case. When bending the bold initial geometry into the target geometry shown with normal line width, the radius r2 left and right of the upper flange FLo is compressed by the same amount, ie after bending on both sides of the rib Rp the same radius r2 ^' one. The lower flange FLu is greatly stretched when bent up in the area of the radius r3. The larger r3 is selected, the lower the resulting tensile stresses. The flow of the material and the reduction of stresses are supported as a result of the hot forming. In order to prevent constrictions, the radius r3 is selected as far as possible in the region of the uniform strain. The radii r2 at the foot points of the upper flange FLo affect the imaginary outer radius r5 shown by dashed lines. The radius r5 is greater than the radius r3 by the wall thickness w2. Both radii have the same center Mr3. The upper surface of the lower flange FLu and the ridge St form tangents to the radius r5. The bottom of the flange FLu and the bridge St are tangents of radius r3. These geometric relationships ensure that the lower flange FLu as well as the upper flange FLo can be easily bent into the end position FLu ^' or FLo ^' shown here. The main difference compared to the production of wide-flanged beams according to the XH method is the retention of the X-shape in the finishing mill. Usually, the X-shape of the roughing stand in the finishing stand is converted into the typical H-shape of standardized wide-flange supports shown in dashed lines. For the production of shell support elements with integrated ribs for bending technical reasons, the X-shape described above is necessary. The associated rolling process is referred to below as the XX method. Optionally, thickened longitudinal edges Lk can be integrated in the lower flanges FLu of the modified wide-flange carrier, shown here by dashed lines.

The thickened longitudinal edges Lk are in this embodiment on the same side as the ribs Rp. If the thickened longitudinal edges are not to be on the same side as the ribs, the flange halves FLo and FLu are bent in the opposite direction. FLo is then bent to the left in the horizontal and FLu down accordingly in the vertical. FLu then forms the rib Rp.

Flo and Flu can be the same length as shown. Alternatively, Flo and Flu may be of different lengths depending on the required height of rib Rp.

Fig. 15.1 shows schematically the operation of the Vorgerüste the roughing train during the rolling of wedge-shaped slabs as a starting material for the production of supporting elements with non-parallel ribs or variable cross-sections. Step 1 shows the upsetting of the slab BRA in the caliber K1 of the roughing stand VGL The variable width slab BRA is repeatedly reversibly moved back and forth through the roll gap WSP between the top roll OVG1 and the bottom roll UVG1 of the roughing stand. The reversing movement is perpendicular to the plane of the drawing. Due to the variable width of the slab, the roll gap WSP must also be permanently adjusted. This is done by changing the delivery of the top roller of the roughing stand VG1 in the direction of the arrows. If the lower roller is also equipped with an adjustment mechanism, the roll gap can also be adapted by simultaneously changing the delivery of both rolls permanently in accordance with the variable slab width. The distance between the bottom of the slab to the bearing surface of the roller table would change constantly with simultaneous adjustment of the top and bottom rollers during the feed motion. This would necessitate changes to the conveyor technology or to the roller conveyors in order to move the rolling stock before and after passing through the roughing stand. increase. If a simultaneous adjustment of the upper and lower rollers is preferred, it is recommended that the rollers are rotated by 90 °, since then the height of the rolling stock does not change with respect to the conveyor system when changing the roll gap. It is sufficient to adjust the distance between the caliber and the roller table when changing the caliber. This can be achieved by a suitable adjusting mechanism on the roughing stand VG1, which allows adjustment of the rolls in the vertical direction. This embodiment variant is suitable if the roughing stand VG1 is used exclusively for pre-calibrating the flanges, as described below. The drives for setting the roll gap are controlled according to the wedge shape of the slab and the feed rate. The synchronization takes place from the control computer of the roughing road. The long side of the slab is first notched in caliber K1. In the second step, the pre-profile VP thus produced is further processed in the caliber K2. The notched longitudinal sides are further compressed and widened. A pre-profile with X-shape is created. The roll gap WSP is permanently adjusted as in step 1. In the third step, a partial deformation of the pre-profile VP takes place with the caliber K3. In this case, the middle region of the web St is upset. The X-shape is retained. The adjacent flange areas are precalibrated in the following roughing stand VG2 in the fourth step, compare the description of FIG. 14.3. Machining in caliber K3 is not possible due to the variable width of the pre-profile. By means of a further roughing stand VG3, in the fifth step the middle area of the web St is recalibrated. Without this recalibration, it would not be possible to produce load-bearing elements with a uniform wall thickness in the region of the web. In conjunction with the frameworks of the REF Group, this roughing stand assumes the function of leveling wall thickness differences in the area of the web. See also the explanations in Fig. 14.3, 15.2 and 15.3.

The leveling of the differences in wall thickness would not be possible or only in conjunction with very great effort in the Spaltbiege- or the Spaltwalzverfahren because of the high cold forming forces.

Since the roughing stand VG3 for the production of supporting elements with variable flange or rib spacing without wedge-shaped thickened strips in the middle of the profile is indispensable, there is a possible embodiment for the roughing VGL The upsetting operation, consisting of a partial deformation of the web in caliber K3, can be omitted and taken from the roughing stand VG3. The caliber K3 is thus available for further flange machining operations that are otherwise performed by the roughing stand VG2. The roughing stand VG2 is thereby relieved or may possibly be omitted completely. The embodiment thus consists of the steps upsetting the flanges in the calibers K1 to K3 of the roughing stand VG1, partial deformation of the Flanges adjacent web areas through the roughing stand VG2, as well as completion of the pre-profile VP by partial deformation in the middle of the web in the roughing stand VG3. The flange machining in the Kaliqber K3 takes place in the same machining position of the pre-profile as in the K2 caliber. A rotation operation of the pre-profile VP between the calibers K2 and K3 deleted hereby.

Fig. 15.1 .1 shows schematically the method for producing wedge-shaped slabs by longitudinal profile rolling rectangular rectangular slabs as a starting material for the production of the supporting elements with non-parallel ribs or variable cross-sections. Viewing direction is the rolling direction. Starting materials are slabs with constant rectangular cross-section, which are manufactured with conventional continuous casting plants. These slabs are then further processed by longitudinal profiled rollers to wedge-shaped slabs. For this either a separate longitudinal profile rolling stand or, as shown here, a modified roughing stand VG1 is used. The wedge shape of the slab BRA is thereby generated in the caliber K1 by permanent change of the roll gap WSP taking place synchronously with the advancing movement. The change of the roll gap takes place, as shown on the upper roll OVG1 and / or on the lower roll UVG1. If a simultaneous adjustment of the upper and lower rollers is preferred, it is recommended to rotate the rollers by 90 °. The feed VBR is directed perpendicular to the drawing plane. Due to the high compression forces in caliber K1, there is an undesirable lateral bulging of the slab, which is compensated with the caliber K2. For this purpose, the slab BRA is rotated by 90 ° and rolled in caliber K2 with a constant nip. If necessary, the procedure with the calibers K1 and K2 is repeated several times. The inclination angle is thereby increased from stitch to stitch until the desired wedge shape is achieved. With the caliber K3, the slab is then notched. The notched long sides are further compressed and widened with caliber K4. The subsequent further processing of the pre-profile VP corresponds to the embodiment variant described under FIG. 15.1. With the roughing stand VG2, first partial areas of the web adjacent to the flanges are reshaped. The completion of the pre-profile VP in the area of the middle of the bridge is done with the roughing stand VG3.

Fig. 15.1 .2 shows schematically a modified method for producing wedge-shaped slabs by longitudinal profile rolling rectangular rectangular cast slabs as a starting material for the production of the supporting elements with non-parallel ribs or variable cross sections in the side view. Alternatively, wedge-shaped slabs can be made of continuously-cast slabs of constant rectangular cross-section with longitudinal slab rolling mills LPW. For this purpose, a framework arrangement according to the illustration consisting of upper roller OBW, lower roller UBW and side rollers SBW1 and SBW2 is required. The output slab with constant Rectangular cross-section is reciprocatingly moved with the feed movement VBR between the top roller OBW and the bottom roller UBW of the longitudinal profile rolling stand LPW. The rolling gap WSP between OBW and UBW is permanently reduced in synchronism with the feed movement V _B R. From stitch to stitch, starting from the rectangular shape shown in broken lines, a ramp is rolled with increasing inclination angle until finally the desired wedge shape of the slab BRA is reached. The width of the slab is controlled by the lateral rolls SBW1 and SBW2. The nip between the lateral rolls remains constant during rolling.

Fig. 15.1 .3 shows schematically a further modification of the method for producing wedge-shaped slabs by longitudinal profile rolling rectangular rectangular slabs as a starting material for the production of the supporting elements with non-parallel ribs or variable cross sections in the plan view. To produce wedge-shaped slabs with a symmetrical wedge shape from continuously cast slabs with a constant rectangular cross-section, the slab BRA is preferably rolled with the broad side in a lying position, ie rotated by 90 ° with respect to FIG. 15.1 .2. The wedge-shaped sides of the slab after rolling point to the lateral rolls SBW1 and SBW2. The nip between OBW and UBW remains constant, while the nip WSP between the side rollers SBW1 and SBW2 according to the desired wedge shape synchronously adjusted to the feed movement V _B R.

Fig. 15.2 shows schematically the roll arrangement and kinematics of the REF scaffolding group for rolling the modified wide-flange girder of Fig. 15 as a precursor for the production of the supporting elements in the front view of the roughing scaffold. The explanations are given using the example of the roughing framework RG for non-parallel flanges. The roll designations are marked by the suffix R. The roller arrangement during finish rolling in the finishing stand FG is identical. In the edging group (Edging framework EG) the lateral rolls SWR1 and SWR2 are missing. As can be seen from the illustration, two pairs of rollers, consisting of top rollers OR1 and OR2, and bottom rollers UR1 and UR2 with horizontal axes are arranged between the flanges FLo and FLu. The pairs of rollers lie directly on the flanges. Left and right pair of rollers are spaced apart, ie the roller width is less than the smallest flange width. Two pairs of rollers are necessary because in this figure wide flange beams are rolled with non-parallel flanges. For parallel flanges, however, a pair of rollers would be sufficient. In conjunction with upper roller OVG3 and lower roller UVG3 of the upstream roughing stand VG3, shown here in dashed lines, parallel flanges can also be rolled with the illustrated roller arrangement, with a wall thickness of the web which is constant or not constant in the width direction. The rollers are provided with the radii r2 and r3 of FIG. 15 as shown. The Axes of the upper and lower rollers are inclined to the drawing plane according to the flange. The swivel angles are selected so that the axes of both pairs of rollers OR1 and UR1 or OR2 and UR2 are each perpendicular to the associated flange. The vertical arrangement of the axes to the flanges is apparent from Fig. 15.3. Due to the longitudinal axis mirror-symmetrical axis slopes the roller pairs are stored separately. The storage on a common shaft is possible for kinematic reasons only with parallel Flanschverläufen. Thus, the rollers can follow the variable flange distance, a lateral tracking according to the direction of the arrows is necessary. For this purpose, the rollers are mounted on swiveling linear slides and are permanently tracked via NC-controlled drives. The tracking movement of the rollers is synchronized via the numerical control of the stand (Numerical Control or NC control) with the feed movement of the rolling stock. The inclination or swivel angle of the respective linear slide is set perpendicular to the corresponding flange. The distance between the two middle roller pairs to each other changes with the feed movement of the rolling stock. The roller spacing of the lateral rollers, which are equipped with vertical axes, also varies according to the flange distance. For this purpose, the rollers SWR1 and SWR2, analogous to the adjacent upper and lower rollers in the direction of the arrows translationally via NC-controlled linear axes tracked with strong drives. While both rolls SWR1 and SWR2, as well as the corresponding top and bottom rolls must be tracked in the same way in bilateral, ie symmetrical tapering of the profile, with one-sided taper, as shown in Fig. 6, only the roller of the respective side tracked. In terms of magnitude different inclination angles, the tracking movement is tuned to the respective inclination angle. Even profiles with variable inclination angles, as shown in FIGS. 6.1 and 6.2, can be produced in this way. For this purpose, the pivoting angle of the axes and the tracking movement of the rollers during the feed movement via the NC control of the stands is adjusted accordingly. Due to the reversing operation of the REF scaffolding group with repeatedly alternating feed motion perpendicular to the drawing plane, the lateral roll movements take place alternately in both directions of the arrows. As a result, the lateral distance of the upper rollers OR1 or OR2, as well as the lower rollers UR1 and UR2 changes. It forms the thickened strip with conical course described in Fig. 5.1. This may be desirable in the individual case, for example, to reinforce openings according to Fig. 5.3. If the thickened strip is not desired, it can be avoided in conjunction with the VG3 roughing stand in front of the REF scaffolding group. If the supporting elements are basically to be reinforced by a thickened strip, the roughing stand VG3 may be omitted. The following describes how a uniform wall thickness w2 between the flanges is reached. To give flanges with constant dimensions in the longitudinal direction of the component, the roll gaps must be changed in a specific order. Since the roller pairs OR1 and UR1 or OR2 and UR2 contribute significantly to the shaping of the flanges, the roll gap WSP is always first reduced here. The roll gap between upper roll OVG3 and lower roll UVG3 of roughing stand VG3 is adjusted immediately afterwards. This alternating process of roll gap adjustment repeats itself until the desired wall thickness w2 is achieved throughout. It is therefore always rolled first a depression in the area of the flanges. With the roughing stand VG3, the thickening in the center of the profile is leveled in the following rolling step. Alternatively, the VG3 roughing frame can be used to create a permanent depression in the center of the profile. In contrast to the flange regions, the middle of the web contributes only little to the total moment of inertia of carrier profiles, so that a locally smaller wall thickness may be advantageous for reasons of weight (see FIG. 6). In contrast, a depression in shell support elements is not effective. By first rolling the lateral flange areas with the pairs of rollers OR1 and UR1 or OR2 and UR2, the same volume of material is always displaced into the lateral flanges FLo or FLu during the advancing movement. This is important because otherwise uneven flanges form. The roller tracks of the three middle roller pairs overlap in consequence of the conical course of the flanges in a varying width ÜL, so that there is a uniform and largely burr-free transition. Rounding or bevelling of the roll edges also contributes to the formation of a smooth transition. Any residual ridge can be removed by subsequent plastering. For upsetting the thickened longitudinal edges Lk the edging scaffolding group is used.

The corresponding lateral rollers of all three framework groups are profiled by the recesses shown in dashed lines. In order to build up the necessary compressive forces for forming the recesses, the contour changes shown dashed on the left side are made on the lateral rollers. Double-sided thickened longitudinal edges can be upset with the lateral rollers after bending up the lower flange halves. Upper and lower rollers are contoured according to the desired shape of the thickening. The recesses on the side rollers omitted. With this arrangement, one-sided thickening can be generated.

To achieve different flange lengths FLo or FLu, the edging framework group is used.

This may be desirable when only short ribs but wide shell support members are needed. The principle of asymmetrical compression of the flanges is explained in connection with Fig. 16, since this principle also applies to U-profiles application.

The adaptation of the flange thicknesses or tf2 according to FIG. 6 is achieved by reducing the distance between the lateral rolls and the flanks of the upper and lower rolls during rolling.

FIG. 15.3 schematically shows the roller arrangement and kinematics of the REF scaffolding group for rolling the modified wide-flange carrier as a precursor for the shell support elements with parallel or non-parallel ribs and for rolling wide-section beams with a variable cross-section in plan view. The roller assembly for the production of the shell support elements with integrated ribs, as well as the wide flange with variable cross sections is identical. Only the roll profile of the lateral rolls SWF1 and SWF2 in the finishing stand FG is different.

Since the integrated rib shells are rolled by the X-X method of the present invention by the direct rolling method, the rolls SWF1 and SWF2 must be profiled.

Due to the profiled rollers, the X-shape of the wide-flange carrier is maintained, which has an advantageous effect on the subsequent bending process. If no further processing to shell support elements, the finishing framework FG must produce the typical H-shape of wide-flange girders. For this purpose, the rollers SWF1 and SWF2 must be cylindrical.

It is therefore sufficient to describe the method of a modified REF group for one of the two applications. The description will be made with reference to a broad flange carrier BT having the typical H-shape and variable, i. vaulted cross-section.

The cross-sectional change can, as shown, be symmetrical on both sides by corresponding inclination of the flanges FLo or FLu. The change in cross section can also be asymmetrical by tilting only one flange side, as shown in FIG. In principle, rolled cross-sectional profiles with a variable inclination of the flanges are also possible in one piece analogously to FIGS. 6.1 and 6.2. Alternatively, fabrication is possible by welding together seamlessly flanged parallel flange and non-parallel flange broad flange beam sections. For this purpose, reference is made to the explanations for Rührreibschweißen under Fig. 14.2. The order of rolling wide-flange beams is identical when rolling parallel and non-parallel flanges. The rolling stock passes through the REF group in the order of roughing framework RG, edging framework EG and finishing framework FG. The forming wide flange beam BT is thereby reversely moved at the feed rate V, as indicated by the arrow. The inclination of the flanges FLo or FLu has the consequence that the upper and lower rollers of all three stands translationally, according to the arrows, must be tracked. The roller axes are exactly perpendicular to the corresponding flanges. The tracking takes place via linear slides and strong NC-controlled drives, which synchronize the tracking movement with the feed motion V. This also applies to the side rollers SWR1, SWR2, SWF1 and SWF2. The same or unequal inclination angle of both sides and the consequences for the tracking movements of the rollers have already been described in FIG. 15.2. The nips between the upper and lower rollers or to the lateral rollers are thereby gradually reduced with each Reversierhub, so that the desired shape of the flanges, as well as the web St results. In order to avoid a wedge-shaped strip with increased wall thickness in the middle of the profile according to FIG. 5.1, the rolling nips of the top and bottom rolls of the REF framework group and of the roughing group VG3 (not shown here) are alternately reduced until, finally, a uniform wall thickness w2 between the walls Flanges forming. The tracks of the participating rollers, shown here by dashed lines, overlap here with a variable width ÜL. Alternatively, a recess can be rolled in the middle of the web St targeted.

Fig. 15.3.1 shows schematically an alternative roller arrangement and kinematics of the REF scaffolding group for rolling the modified wide flange carrier as a precursor for the shell support elements with parallel or non-parallel ribs, as well as for rolling Breitflanschträgern with variable cross section in plan view. Compared to the arrangement of Fig. 15.3 not the roll axes are pivoted, but the rolling stock. With the method described below, shell moldings according to the invention with parallel or non-parallel ribs, as well as wide-section girders with variable cross section can be produced on existing rolling mills using conventional REF stands. For this purpose, the wide-flange carrier BT or the precursor VPR is produced as shown in two successive steps by locally rolling one flange side each. According to the figure, in step 1, first, the left flange portion is rolled. Alternatively, first, the right flange portion can be rolled. The side rollers SWR1 'and SWF1' are in position POS1, respectively, as shown. The wide flange beam abuts with the outside of the left flange Flo on the side rollers SWR1 'and SWF1'. In order to bring the wide flange support to rest on the side rollers SWR1 'and SWF1, the wide flange beam is moved leftward with the lateral travel axes of the opposing rollers SWR2' and SWF2 '. Rolls SWR2 'and SWF2' are moved from position POS 1 to position POS 2 as shown. The Breitflanschträger can alternatively with not Moving units shown, for example, with adjusting cylinders, brought into the machining position for the left flange or pre-centered. This can be done in the REF group or in an upstream area of the rolling mill. The nip WSP between the horizontal upper and lower rollers is open, so that the alignment is not hindered. As soon as the machining position for the left flange area is reached, the reversing rolling of the wide-flange girder starts with the REF gantries RG, EG and FG. The roll gap is adjusted accordingly. The lateral rollers SWR1 'and SWF1' each remain in position POS1. So that the outer side of the left flange Flo remains in abutting engagement with the lateral rollers SWR1 'and SWF1' during reversing rolling, the opposing rollers SWR2 'and SWF2' are laterally tracked laterally in the direction of the arrows via the associated infeed axes in accordance with the wedge shape of the rolling stock. In this case, the rollers SWR2 'and SWF2' reversibly move between positions POS1 and POS2. The reversing movement is synchronized with the feed V of the rolling stock via the system control, not shown. The top rollers OR1 ', OE1' and OF1 'and the corresponding bottom rollers are smaller than the minimum distance between the left and right flange Flo due to the wedge shape of the rolling stock and process the wide flange in step 1 left of the dashed line. The upper and lower rollers are as shown on the inside of the left flange Flo on. When the left flange portion is completed, in step 2, the right flange portion is machined. For this purpose, the rolling stock or the wide-flange carrier BT is brought into contact with the outside of the right-hand flange Flo with the roll nip open at the lateral rolls SWR2 'and SWF2'. This is done by means of a movement of the opposing rollers SWR1 'and SWF1', by means of lateral movements with the top and bottom rollers or alternatively by way of movement units, not shown. The machining of the right-hand flange area is mirror-inverted analogous to step 1. The rollers SWR2 'and SWF2' remain in position POS1. The opposing rollers SWR1 'and SWF1' are reversely reciprocated between the positions POS1 and POS2 in synchronism with the feed V and hold the outside of the right flange Flo abutted to the rollers SWR2 'and SWF2'. The top rollers ORT, OE1 'and OF1' as well as the corresponding bottom rollers must rest on the inside of the right flange Flo when rolling the area to the right of the dashed line. For this purpose, the upper rollers OR1 ', OE1' and OF1 'and the corresponding lower rollers are moved in the direction of the dashed arrows on the associated roller axes to stop to the right. If the REF stands do not allow a lateral movement of the horizontal axes, the roller bodies of the upper and lower rollers are slidably mounted on the roller axles. The transmission of the driving forces for the roll feed takes place in this case according to the tongue and groove principle. The Movements and the lateral locking of the roller body on the axles via a switchable mechanism, not shown here on the axles. A roll change as indicated in the figure by the example of the upper rolls by the reference symbols OR2 ', OE2' and OF2 ', represents a further possibility, but means high set-up times.

Fig. 15.3.2 shows schematically another roller arrangement and kinematics of the REF scaffolding group for rolling the modified broad flange support as a precursor for the shell support elements with parallel or non-parallel ribs, as well as for rolling Breitflanschträgern with variable cross-section in plan view. A significant advantage of this arrangement compared with FIG. 15.3.1 is that the position of the top rollers OR1 ', OE1' and OF1 'and the corresponding bottom rollers is maintained. A displaceability of the roll body on the associated roll axes or a roll change, as described in Fig. 15.3.1, is not required. The procedure of step 1 is identical to Fig. 15.3.1. In step 2, the inside of the right flange Flo, unlike in Fig. 15.3.1, thereby brought to the side edges of the top rollers OR1 ', OE1' and OF1 'or with the corresponding edges of the lower rollers to the plant that with lateral rollers SWR2 'and SWF2' the position POS3 is approached. The position POS3 is located to the left of the position POS2. The rolling stock or the broad-flange carrier is thus located further to the left in step 2 than in FIG. 15.3.1. The side rollers SWR1 'and SWF1' also occupy positions farther left. The positions are identified by the reference numbers POS 3 and POS 4. Rolls SWR1 'and SWF1' are reversely moved between POS 3 and POS 4, respectively, in accordance with the wedge shape and feed V.

The explanation of the bending process, which is an integral part of the direct rolling process according to the invention according to the X-X method, is exemplary for the production of a flat, plate-shaped final contour with integrated, arranged perpendicular to the plate ribs with a subdivision into four steps.

In practice, a finer subdivision with smaller bending angles per bending step may be necessary. However, four process steps are sufficient for the basic understanding. In the figure, only one flange side is shown, since the bending process takes place analogously on the opposite side.

Unlike the previous rolling steps, hot roll forming does not take place in reversing mode, but preferably in a unidirectional feed direction perpendicular to the drawing plane. In the first step, the lower flange FLu is bent from the initial position shown by dashed lines by a defined angle, corresponding to the bending direction BR upwards. The upper flange FLo bends in this case by a slightly smaller angle to the right. The output radius r3 increases in this case to the radius r3 ^' . The desired contour shown by the solid line after the first bending step results from the contour of the profiled roll gap WSP. The nip is formed in parallel flanges of a pair of rollers with horizontal axes consisting of top roller OP1 and bottom roller UP1. A change in the wall thickness w2 is not intended. The upper roller OP1 has a groove NU1 for receiving the flange FLo. The groove geometry results from the flange geometry and angular position of FLo, whereby the groove width must always be greater than the flange thickness. Alternatively, the function of the groove NU1 in the upper roll OP1 may be replaced by two single, spaced-apart upper roll disks. If the Breitflanschträger BT does not have parallel flanges, a division into two pairs of rollers with separate axes is necessary.

The associated roller axes are inclined in accordance with the flange courses and controlled by NC-controlled linear axes with suitable drives, e.g. Spindle drives, tracked.

The basic principle of tracked rollers largely corresponds to the explanations in FIGS. 15.2 and 15.3. In the second step, the lower flange FLu is bent further upwards into the end position FLu ^' by a further pair of rollers, consisting of top roller OP2 and bottom roller UP2, corresponding to the bending direction BR. The bending takes place in accordance with the modified profiling of the roll gap. The flange FLo bends further to the right in the end position FLo ^' , which is predetermined by the groove NU2, and forms from now on the rib Rp. The angle between the two flange halves is reduced thereby. In the example shown, a right angle is established between FLo ^' and FLu ^' . The angle between FLu ^' and St increases to 180 °.

Springback may result in unwanted deviations of the angular positions of FLo ^' and FLu ^' after rolling. It may therefore be expedient, depending on the material- and temperature-dependent springback rates, to take account of springback when contouring the rolls. The provision of springback during roll forming is dominated by a person skilled in the art and is not considered in FIG. 15.4. The bending process also changes the radii.

The radius r3 ^' increases to infinity. This creates local tensile stresses in the material. The radii r2 left and right of the upper flange decrease to r2 ^' . This leads to local compressive stresses in the material. In practice, more than two bending steps may be necessary to achieve this contour. On the described basic principle however, this has no effect. In the third step, the rib Rp is calibrated with respect to the angular position by a lateral roller SP1 with vertical axis, and a pair of rollers OP3 and UP3 with horizontal axes, ie it is an angle of exactly 90 ° between rib Rp and web St set. This step is necessary because of the springback of the material. Alternatively, the calibration of the rib with a pair of rollers, consisting of two lateral rollers SP1 and SP2 done. The variant with the roller SP2 is shown in dashed lines in this figure. In the fourth step, the underside of the supporting element is calibrated by means of a further pair of rollers, consisting of top roller OP4 and bottom roller UP4. Via the shoulder in the upper roller OP4, a force F is applied to the upper edge of the rib Rp. The force F leads to a compression of the material in the rib Rp, as well as in the area of the original radius r3. The tensile stresses on the underside of the load-bearing element in the area r3 build up here. Any sink marks are eliminated and it forms a smooth bottom. The rib Rp is compressed to the final dimensions hr1 and hr2, respectively (see Fig. 5.1). The method described relates, as mentioned above, to the production of the load-bearing elements in the form of flat shell support elements with integrated ribs, in particular on shell support elements with large wall thicknesses, which are common in heavy plate area. This embodiment of the supporting elements is accordingly referred to as heavy plate with integrated ribs. EN 10079 defines heavy plate as a flat product with thicknesses greater than 3 mm. The heavy plate product produced according to the invention in the direct rolling process according to the XX method can be shaped in accordance with the geometry of the girder and, for example, further processed to be supported elements in the form of curved shell support elements.

In order to produce curved shell support elements for polygonal structures, additional bends with the bending angle δ are necessary in the area between the ribs. The angles γ1 and γ2 of the ribs Rp are also to be adjusted (see FIGS. 5ff). In addition, it is in principle possible with a correspondingly profiled roll gap to produce curved shell support elements with a continuously rounded contour. Due to the bending method described above, it will not be difficult for the person skilled in the art to adapt the roll geometry, in particular the roll surfaces and the groove geometry accordingly. The increase of the bending angle of the lower flange FLu has the consequence that further bending steps are to be planned. As a rule, the bending angle per bending step should not exceed 15 °. In practice, additional operations with correspondingly more stands are to be provided for the case of flat shell support elements described above.

Fig. 15.5 shows schematically a variant of the method for bending the modified broad flange support to the load-bearing elements using the example of shell support elements integrated ribs. As in Fig. 15.4, the bending in the hot roll forming process is performed in four or more steps. The embodiment variant described below relates to step 1. Main difference is the modified roller arrangement. The stand WPG1 'includes upper and lower profiling rollers OP1' and UP1 'with horizontal axes and an additional lateral profiling roller SP3 with a vertical axis. The profiling rolls OP1 'and UP1' have, as one easily recognizes, a modified geometry. This arrangement has the advantage that the upper flange FLo is erected in a defined manner. For this purpose, the flange FLo is brought to the stop with the lateral profiling roller SP3 from the dashed position in the direction of the arrow BR to the right to the lateral contour of the profiling roller OP1 '. The contact surface is slightly inclined, so the flange FLo is not completely erected. The lower flange FLu bends in this case by an angle not designated here with upwards. If one were to bring the flange FLo in step 1 completely in the vertical, the subsequent bending up of the lower flange FLu after rolling could lead to exceeding the right angle of the upper flange FLo. The bending of the lower flange FLu in the horizontal and the upper flange Flo in the vertical and the calibration of the geometry can be carried out analogously to the steps 2 to 4 of FIG. 15.4.

Fig. 15.6 shows schematically the procedure for the production of the supporting elements using the example of the shell support elements with more than two ribs. The following statements relate to the production of shell support elements or heavy plates with four integrated ribs and take place by way of example for the supporting element 2.m. By repeating steps 3 to 6, supporting elements or heavy plates with more than four ribs Rp can also be produced. Step 1 is the preparation of the precursor VPR in the form of a modified Breitflanschträgers according to Figures 14.1 to 15.3.2. A possible geometry of the precursor, in which the flange halves are the same length, is shown in FIG. 15. Not always it is expedient to form the flange halves of the same length. The geometry of the upper flange half FLo depends on the required rib height and may be equal to, shorter, or longer than the lower flange half FLu. In Fig. 15.6, FLo is shorter than FLu. A method for influencing the rib height is shown in the explanation of FIG. 16. The preliminary product VPR is then further processed with roll forming stands to form a flat shell support element or heavy plate with two integrated ribs Rp (step 2). For this purpose, the roll forming stands WPG1 to WPG4 or WPG1 'to WPG4 corresponding to the method description in FIGS. 15.4 and 15.5 are used. In the third and fourth step, the flat plate is bent with further roll forming WPG 6 and WPG 7 to form a U-shaped element. The integrated ribs point outwards. The two inner folds are located exactly at the places where the additional ribs are needed. Bending angle is as shown about 60 °. In this geometry, the inner ribs can be formed in the fifth step, for example, with the roller assembly of FIG. 15.7. The molding takes place either with the REF frameworks RG, EG and FG for the production of the preliminary profile VPR or with additional universal frameworks according to FIGS. 19 and 19.1. In order to avoid additional REF stands, according to the invention a roll arrangement is used in the roll forming stands, which enables a disturbance contour-free return transport of the rolling stock back to the REF stand group. The roll contour of the roll forming stands WPG1 to WPG4 or WPG1 'to WPG4 is matched to the U-shaped element. For example, upper and lower rollers, which are formed in the region of the receptacle for the U-shape of Fig. 15.7, are used. After forming the inner ribs, the U-shaped element is bent in the sixth step by re-roll forming in the illustrated final contour of the supporting element 2.m. Theoretically, the roll forming stands WPG1 to WPG4 or WPG1 'to WPG4 can be used again for this purpose. Depending on the set-up effort, however, it may be expedient to use additional scaffolds WPG 7 to WPGn.

15 shows schematically the method for producing load-bearing elements with a uniform wall thickness in the region of the additional ribs on the basis of an enlarged representation of the detail EZ from FIG. 15.6. In the case of shell structures according to FIG. 5, it is advantageous if the load-bearing elements in the region of the shell have the same wall thickness everywhere, also in the region of the ribs Rp. A cross-sectional weakening according to FIG. 9 in the patent DE10322752A1 is generally undesirable. However, a reduction in wall thickness in the region of the ribs can not be avoided since the material for forming the ribs is taken from the adjacent areas of the rolling stock. In order to prevent the cross-section in the area of the ribs from being weakened, these areas are produced during the production of the preliminary profile VPR with a corresponding oversize. This possibility is given in direct rolling from slabs according to the invention, unlike gap bending from sheets. The explanations are based on the enlarged representation of the detail EZ of Fig. 15.6. The detail EZ shows the area of the two additional ribs of a supporting element 2.m with more than two ribs during manufacture. As can be seen in Fig. 15.7, the land area St and the immediately adjacent obliquely downwardly directed legs of the U-shaped element are thickened before the inner ribs are formed. The wall thickness w3 in these areas is greater than w2. Ribs are already formed in the vertically downwardly extending portions of the legs. The wall thickness corresponds there to the desired wall thickness w2. When rolling the additional ribs, the wall thickness w3 approaches the wall thickness w2. After forming the inner ribs Rp the load-bearing element has the same wall thickness w2 everywhere. To achieve this, the precursor VPR must be rolled with a thickened strip of appropriate width. The thickened strip with the wall thickness w3 results when the preliminary profile VPR is rolled either with two roller pairs OR1 and UR1 or OR2 and UR2 according to FIG. 15.2 or with a profiled roller pair with local depression.

Fig. 16 shows schematically the method for producing the supporting elements using the example of U-profiles with constant or variable cross section in the front view.

In the production of U-profiles as load-bearing element, the REF scaffolding group already described is used.

In the figure, only the step sequence of Edging framework is shown, since here the deformation of the profile takes place from an H-shape into a U-shape. The rolling out of the web and the side flanges with the roughing framework, as well as the completion in the finishing framework, are not shown for reasons of clarity. The forming process takes place in standardized U-profiles using H-shaped pre-profiles or beam blanks in several steps. After each edging step, the roughing framework is reversed and the wall thickness reduced. The Edging requires three differently shaped calibers, which can be summarized in a pair of rollers due to the compact dimensions of the standard U-profiles. The first caliber has an asymmetrical H-shape, ie the caliber depth is lower in the area of the upper flanges than in the lower flanges. As a result, the upper flanges are more compressed and thus shortened. The division between the upper and lower rollers is located in the bridge. Caliber two is already approaching the U-shape, ie the cavities of the upper flanges have largely disappeared. The roll gap is reduced in accordance with the progressive decrease in wall thickness due to the rolling work of the upstream roughing stand. Caliber three is U-shaped and the nip is narrowed further. The cavity of the upper flanges is no longer available. The flanges of the U-shaped profile are located completely in the cavities of the lower roller. During rolling, the upper flange is completely leveled. The fine forming and finishing is done by final processing with the finishing framework. To produce the U-profiles according to the invention, the process must be modified. In order to be able to process larger profile widths over 400 mm and non-parallel flanges, it is necessary to divide the caliber roll into individual roll pairs with separate axes, so that each flange side can be formed with separate top and bottom rolls according to the different inclinations. With this arrangement, standard U-profiles can be made with parallel flanges. Starting from non-parallel flanges, as shown in the first two steps, the left Flange side with the roller pair OER1 and UER1 formed. The right flange side is machined with the pair of rollers OER2 and UER2. The roller pairs each consist of profile rollers with different profile depth for the flanges FLo and FLu. Due to the lower tread depth in the top rollers OER1 and OER2, the flange FLo of the H-shaped pre-profile is more strongly compressed and accordingly shortened. The compression takes place in two edging steps. Thereafter, the roughing framework, not shown, is run through. This reduces the wall thickness. For the execution of Edgingschritte 3 and 4, another roll forming is necessary, which approximates a U-shape. Accordingly, a roll change is necessary. Alternatively, an additional Edging framework with profiled roller pairs OER3 and UER3 or O-ER4 and UER4 is used. The flange FLo is further leveled. After re-passing through the roughing framework, the U-shape of the flanges with the roller pairs OEF1 and UEF1 or OEF2 and UEF2 is completed in the fifth step and fed the rolling stock to the finishing mill. This requires a new Walzenwech- be or another Edging scaffolding. Due to the non-parallelism of the flanges, the roller pairs are laterally tracked in all steps. The axis positions are inclined according to the flange profile. In a subsequent roll profiling step, a bent edge Ab according to FIG. 4.1 can be introduced into the U-profile. The fold Ab can alternatively be done on a press brake. The described method can be used not only for the production of U-profiles, but also for the targeted influencing of the rib height hr1 or hr2 according to FIG. 5.1.

Fig. 17 shows schematically a rolling mill with the corresponding devices for producing the supporting elements of this invention. In order to produce the load-bearing elements according to the present invention, changes must be made in the steel and profile rolling mill. Special devices are required which are not state of the art. The block layout shows all necessary devices of the entire process chain, including continuous casting. As already described in FIG. 14.3, variable width slabs are required as the starting material. To make these there are basically three options. One possibility is the use of the molds according to the invention in the continuous casting plant SG. Fig. 18 shows the embodiment of such a mold KO. Slabs with one-sided or two-sided wedge-shaped taper for profiles according to FIGS. 6 and 15.3 can be produced by means of permanent mold gap adaptation with these molds.

A further possibility consists in the production of wedge-shaped slabs from rectangular continuous casting slabs with the aid of longitudinal profile rolling stands LPW according to FIGS. 15.1 .1 to 15.1 .3. Profiles with complex contour curves, for example according to FIGS. 6.1 and 6.2, place higher demands on the production of the required slab geometry and can be produced by subsequent trimming after the transverse slitting machine QT on the outfeed roller table ROG of the casting sheet GB. In this third option, BSA cutting plants are used according to the state of the art. Alternatively, other methods, such as laser cutting can be used. The slabs are then stored temporarily in the BRL slab store. The slab bearing decouples the steelmaking process from the rolling processes in the profile rolling mill. There, the slabs are fed to the profile rolling mill via Auflegeroste ALR. The slabs are first heated in furnaces to rolling temperature. For this purpose, for example Hubbalkenöfen HBO are used. After the descaling in the high-pressure scale washer HZW, the rolling stock is compressed in the following roughing stand VG1 to form the X-shaped pre-profile. The structure of the roughing stand VG1 corresponds to the state of the art, ie a Duo rule with caliber rolls with controllable roll gap is used. In terms of process, changes result from the different use of the K3 caliber. The caliber K3 of the roughing stand VG1 is used according to FIG. 15.1 for profiles of variable width only for partial deformation in the area of the webs. The following roughing stand VG2 has the same structure and the same functionality as the Roughn armored scaffold RG. It is a special universal scaffold with traceable axles, consisting of two scaffolding halves, each containing a lateral roller with a vertical axis and a roller pair with a horizontal axis. The framework serves for further shaping of the bone-shaped flange areas. The roughing stand VG3 levels out wall thickness differences of the web and, like the roughing stand VG1, consists of a pair of rolls with horizontal axes. This is followed by the REF scaffolding group, consisting of roughing scaffold RG, edging scaffold EG and finishing scaffold FG. The structure of these special universal scaffolding differs from the prior art and will be described with reference to FIGS. 19 and 19.1. In the present presentation, for the sake of simplicity, the same schematic representation is used for all scaffolds, regardless of the actual scaffolding structure. The REF scaffolding group is followed by a roll forming group with the roll forming stands WPG1 to WPGn. With the help of these scaffoldings, wide flange beams can be further processed into flat or curved shell support elements with integrated ribs. In addition, in U-profiles additional bends of Fig. 4.1 are introduced. The number of stands 1 to n and the profiles of the rollers depend on the desired final contour of the load-bearing elements. Wide flange beams and U-profiles, whose shape is not to be changed, pass through the roll forming group without machining. Roll forming is state of the art in the cold rolling field of thin-walled profiles. The transfer of the process principle to the hot rolling of heavy sections, due to the higher wall thicknesses, demands on the rigidity and performance of the drives as well as on the temperature resistance of the rollers. The basic structure of the roll forming WPG1 to WPGn corresponds to the rolling stands of the REF scaffolding group of FIG. 19 or 19.1 and is therefore not explained separately. After roll forming, the rolling stock is cut by means of hot saw WS. If shell support elements or metal sheets with more than two integrated ribs are required, a corresponding number of sheets are joined together by means of friction stir welding RRS on the long sides after hot sawing.

Alternatively, shell support elements or metal sheets with more than two integrated ribs are produced by the method according to FIG. 15.6. For this purpose, the scaffolds RG, EG, FG and WPG1 to WPGn are repeated in accordance with the required number of ribs. Each additional pass produces two additional ribs. The hot saw is used in this case only after completion of the ribs.

The further process and the devices required for this purpose are based on the required material strength. Standard grades are cooled in cooling beds in the ADJ finishing. High-strength and ultra-high-grade grades are first derequipped in roller hearth furnaces RHO and then quenched by means of a continuous flow calender DQ. The pass-quenquette DQ is described in FIG. After the tempering furnace AGO and the hot straightening machine WR, the tempered rolling stock reaches the finishing plant ADJ. If necessary, the load-bearing elements in the finishing shop are rectified, checked and dispatched. The entire device arrangement is basically designed so that both the load-bearing elements according to the invention with variable cross-sections and rib spacings and parallel-flange standard carrier profiles can be produced. Furthermore, normal and ultrahigh-strength steel grades can be produced. However, due to the range of possible shapes and dimensions, it may still be useful to divide the parts spectrum into individual classes, for example shell support elements with integrated ribs, standard profiles and profiles with variable cross sections, and reimburse them differently on different roads. The devices which differ from the state of the art, ie casting mold KO, scaffolds VG2, RG, EG, FG or WPG1 to WPGn, continuous quencher DQ, and hot leveling machine WR will be described in more detail with reference to the following figures.

Fig. 18 shows schematically the basic device structure of the continuous casting mold according to the invention for the production of wedge-shaped slabs as a starting material for the supporting elements with variable rib spacing or cross-sections in perspektive representation. The production of slabs of constant width is state of the art. In order to produce slabs of variable width, the width of the casting gap GSP of the mold KO must be permanently adjusted during the casting process. inventions According to this, this is done by a decomposition of the casting mold into two slides SCH1 and SCH2, which are arranged displaceably between two jaws BK1 and BK2. The components of the casting mold are cooled as usual. The presentation of the cooling was omitted here. The jaws BK1 and BK2 are pressed during the casting process via cylinders not shown with the pressure force FB on the side surfaces of the slide SCH1 and SCH2. The pressure force FB counteracts the ferrostatic pressure of the melt in the casting gap GSP and seals the mold KO. The end faces of the slides are beveled wedge-shaped with the pitch angle ρ to the casting gap. Due to the wedge shape of the casting gap at the entrance of the mold is wider than at the outlet. The pitch angle ρ of the slides depends on the desired wedge shape of the slab. The pitch angles Q of slide and slab must be identical. During the casting process, a constant contact of the melt with the wedge-shaped end faces of the slides is to be ensured. Only in this way is the melt, which solidifies slowly in the edge region, sufficiently supported laterally. This is a prerequisite for the molding process of the slab. To meet the contact conditions, the feed rate of the slab V _B R and the feed rate V _{S of} the two slides SCH1 and SCH2 must be coordinated. This is done via NC-controlled actuators or lifting cylinders. The feed rate V _{s of} the slider must be constant equal to the quotient of the feed rate of the slab VBR and the tangent of the angle ρ. The advancing movement of the two slides SCH1 and SCH2 takes place in opposite directions, as shown, but is of the same magnitude. As a result of the feed of the two slides, the width of the casting gap GSP changes. Both the width of the inlet opening GSPE and the width of the outlet opening GSPA increase steadily in accordance with the constant feed rate Vs of the slides SCH1 and SCH2. This results in slabs with mirror-symmetrical wedge shape. In order to produce slabs with unsymmetrical, ie one-sided wedge shape, one of the two slides is to be designed without a slope, ie with a pitch angle ρ = 90 °. This slider remains stationary while the opposite slider is moved at the feed speed Vs. Alternatively, the mold KO has only one movable slide. However, this has the disadvantage of less flexibility, since only slabs with one-sided wedge shape can be produced. In order to produce slabs with bilateral wedge shape or without wedge shape, the complete mold must be replaced. For molds with two slides, one-sided wedge shapes, bilateral wedge shapes or rectangular shapes can only be produced by simply changing the slides. An exchange of the mold is not necessary. In order to prevent caking of the steel to the cooled walls of the mold and to support the transport process, the mold during the casting is moved as usual oscillating. The slag on the pouring mirror, which is continuous is applied, also serves as a lubricant between the solidified shell and the mold and ensures the mobility of the slider.

Fig. 19 shows schematically the device structure of the modified universal scaffolds of the REF scaffolding group for the production of the supporting elements.

Hot rolling stands for the production of supporting elements with variable flange or rib spacing are not prior art and are described below. Viewing direction is in the rolling direction of the load-bearing elements.

The respective device structure of the roughing and finishing framework is identical except for the rollers. In Edging scaffold missing the side rollers, otherwise the basic device structure is also the same. All three rolling devices consist of two half-frames, which are constructed mirror-symmetrically. The symmetrical structure is apparent from Fig. 15.2. It is therefore sufficient if only one framework half is described below. The description is given by way of example for the roughing framework RG. The three rollers of each half-frame are mounted on a stable C-bracket CB slidably. The C-clamp CB is open to the rolling stock. Top roller OR1 and bottom roller UR1 are mounted vertically in the Z direction via bearing brackets LBO and LBU, as well as linear axes LAO and LAU.

At least one of the two rolls must be adjustable in the direction of the arrows to adjust the roll gap between OR1 and UR1.

This is done with the help of actuators of the linear axes LAO and / or LAU. The side roller SWR1 is mounted on the same principle as the top and bottom rollers, ie via the bearing bracket LBS and the linear axis LAS. About the corresponding actuator, also not shown here, the lateral roll gap between the three rollers SWR1, OR1 and UR1 from stitch to stitch in the horizontal direction adjusted. Top roller OR1 and / or bottom roller UR1 are equipped with rotary actuators AOR1 and AUR1. The drives provide for the feed of the rolling stock. The drive is done by cardan shafts, which allow an angle compensation, according to the variable roll gap. The pivotal mounting of the drives AOR1 and AUR1 also allows an angle compensation. According to Fig. 15.3, the three rollers of each scaffolding half with their axes must be exactly perpendicular to the flange. To accomplish this, the entire C-bracket CB must be pivotally mounted on the machine foundation or in a frame RA. This is done via a pivot axis SWA. To facilitate the adjustment of the swivel angle, the axis is equipped with a pivot drive, not shown. After adjustment, the pivot axis is locked so that the setting does not change uncontrollably during the rolling process. To laterally guide the rollers SWR1, OR1 and UR1, corresponding to the non-parallel flange profile according to FIG. 15.3, the entire C-arm CB is movably mounted via a further linear axis LAC with not shown actuator or actuator cylinder. All axes have digital position measuring systems, so that precise position control via the NC control is possible. Due to the high rolling forces, and by the division of the upper and lower rollers in two pairs of rollers, the entire C-bracket assembly including the bearing bracket and linear axes must be made very stable. Unlike conventional scaffolding, in which the lateral rolling force for rolling out of the flanges is supported both over the web of the Breitflanschträgers, as well as the continuous upper and lower rollers, eliminates the possibility of support over the axes in the division of two pairs of rollers. Due to the separate storage of the axes, the rolling forces of the left and right rollers SWR1 and SWR2 do not cancel each other. This creates high bending moments on the bearing brackets and linear axes of the upper and lower rollers. Only part of the lateral rolling force can be absorbed via the web of the broad flange carrier. The weakening of the framework due to the open C-arm design must be compensated by stiffening measures, appropriate cross-sectional dimensioning and fine adjustment options of the axes, so that deformations do not affect the dimensional stability of the rolling stock. One possibility of stiffening is the use of a stable, self-contained frame RA, on which the C-brackets CB of both framework halves are supported. For the experienced fixture designer, the framework design will not be a problem with the help of modern FEM calculation and simulation programs. The trackable rolling profiling frames WPG1 to WPGn for bending the profiles into the desired final contour are, if the flanges or ribs do not run parallel to one another, constructed according to the same basic principle. With parallel flanges or ribs, the two framework halves are brought together to form a roll forming stand, and the two middle pairs of rolls are replaced by a pair of rolls. Since a wall thickness change in roll forming is not intended, a less rigid framework design will suffice.

Fig. 19.1 shows schematically an alternative device structure of the modified universal scaffolds of the REF scaffolding group for the production of the supporting elements. The direction of view is again in the rolling direction. Shown is the structure of the left half of the scaffold using the example of the roughing scaffold. The right half of the frame is mirror-symmetrical and not shown here. The rollers OR1, UR1 and SWR1 are mounted on one side in a sturdy machine frame MG in stand construction. If necessary, the horizontal roll axes in the region of the free ends by additional bearing points, indicated here by dashed lines, be supported. The additional bearing points are designed such that the pan and trackability of the frame halves is given according to SWA and LAG. The bearings L10R1 and L20R1 as well as L1 UR1 and L2UR1 for positional tion of the horizontal roller axes of upper roller OR1 and lower roller UR1 are spaced from each other according to the stator width. Compared with the bearing brackets of FIG. 19, a larger support base SB can be realized. The larger support base enables a more stable bearing of the roll axes and reduces deformations in the area of the machining point. In order to enable the height adjustment of upper roller or lower roller, the bearings L10R1, L20R1, L1 UR1 and L2UR1 are mounted on the machine frame MG height adjustable via suitable linear guides. As linear guides are, for example, stable column guides. The height adjustment is preferably via spindle drives. The lateral roller SWR1 is adjustably mounted on the machine frame via an exchangeable cassette KA with a linear guide in the lateral direction. The position adjustment of the roller SWR1 via suitable drives, eg spindle drives. The machine frame MG is similar to FIG. 19 pivotally mounted and tracked in the direction of the arrows. For this purpose, the machine frame is attached to the underframe UG via a swivel axis SWA and a linear axis LAG. The subordinate is attached to the foundation.

Fig. 20 shows schematically the flow-through quench according to the invention for the tempering of the supporting elements of this invention. The use of continuous flow screens for quenching flat sheets is state of the art. The flat geometry of the sheets facilitates uniform cooling and microstructure. However, the supporting elements of this invention have a three-dimensional and complex contour. During contouring during heating in the oven by slow heating, d. H. flat temperature gradients can be compensated for, they play a significant role in the quenching in the Durchlaufquette. Since the quenching takes place with a high cooling rate, the compensation of temperature differences in the rolling stock via heat conduction is only possible to a limited extent. It must therefore be cooled very precisely and on all sides to avoid distortion and to achieve a homogeneous structure. The cooling rates of core and surface of the component must be optimally matched to each other. The object of this invention is to provide a cooling device with which a defined quenching along the entire contour of the supporting elements can be achieved. An all-round cooling is complicated by the different orientation of the individual areas. In particular, the accessibility of the flange inside is problematic.

Even with annular nozzle rings, the requirements for the accessibility of all areas to be cooled can only be met to a limited extent.

Material accumulations in the area of the branches, which counteract a uniform cooling, are made more difficult. Each variant of the load-bearing elements according to FIG. 14 makes individual cooling requirements due to the different profiling. In addition, the cooling must be adapted to the different dimensions be customizable. It is clear that the requirements can not be met with continuous flow according to the prior art. It is not enough to cool only the top and bottom of the load-bearing elements, also the side flanges or ribs must be cooled. According to the illustration, the cooling according to the invention is carried out with cooling nozzles or cooling nozzle arrangements KDO and KDU, which produce a fan-shaped or conical spray jet with the opening angle φο. The opening angle <|) D depends on the spectrum of the flange geometries to be cooled and the distance between the cooling nozzles AKD. In general, φο will be less than 180 ° and is arranged symmetrically to the vertical. In individual cases, however, asymmetrical arrangements can also be advantageous. The conical shape of the cooling water jet enables simultaneous wetting of the horizontal and vertical surfaces. In this way, the side flanges FLo and FLu or ribs are wetted. In a particularly advantageous embodiment, the radiation characteristic of the cooling nozzles is designed so that the volume flow, starting from the perpendicular to each 45 ° Ab- beam angle continuously increases to then decrease continuously again. This also contributes to the most uniform possible cooling and wetting. In order to achieve this radiation characteristic, the use of special nozzle heads is proposed according to the invention, which consist of a combination of several individual nozzles. The nozzle head has the shape of a half-calotte, in which the individual nozzles are each exactly perpendicular to the surface embedded. The emission characteristics can be selectively influenced by varying the nozzle distances and opening diameters. In order to make further adjustments possible, individual or all nozzles are controlled individually via servo-hydraulic valves. By clocking the control valves, the volume flow can be selectively varied. In this way, directional and / or contour and / or wall thickness-dependent adjustments of the flow rate can be performed. The cooling can be optimally adapted to local mass accumulations in the area of the rib root. The cooling nozzles are attached at a distance AKD above and below the components to be coated. The lower cooling nozzles KDU are located between the individual rollers of the roller table ROG. As shown, both the lower and the upper cooling nozzles KDU and KDO are arranged so that the spray cones overlap. This contributes to a uniform wetting of the component surface. Between the rollers of the roller table ROG several rows of cooling nozzles are arranged, the nozzle heads are row by row offset from each other. The offset is indicated in the illustration by the dashed cooling nozzles and also contributes to a uniform cooling of the surface. Several cooling nozzles KDU or KDO are interconnected to non-designated groups, which are differently charged with coolant in terms of distribution and flow and are passed through in turn by the rolling stock. In this way, the cooling of the rolling stock can be carried out according to time-temperature curves are set. The control of the individual groups is carried out according to the prior art via a not shown here water management system. In general, it can be assumed that the cooling conditions at the bottom are less favorable than at the top. The cooling is supported at the top by gravity and there are longer contact times of cooling medium and component surface. The underside must therefore be cooled more intensively by the water supply system. This requires separate high-pressure cooling ice runs for the upper and lower cooling groups. By an additional fine adjustment of at least individual cooling nozzles, the cooling result in problem areas, in particular in the area of the flange root can be further improved. To ensure a uniform cooling of the supporting elements of different geometry BT1, BT2 and ST1, etc., it depends on how they are stored on the roller table ROG. In the illustrated, particularly preferred embodiment variant, the roller table ROG consists of comb-like rollers. The components rest on the top of the comb while the side flanges dip into the recesses of the rollers. Despite varying flange dimensions, a uniform distance to the respective component underside can be achieved. The comb-like structure of the rollers allows the inclusion of components with different or varying flange distances, ie also wide flange with non-parallel flanges can be accommodated. The comb geometry depends on the component and geometry spectrum to be compensated and, in the sense of uniformity, is also advantageous in the roller hearth furnace. The comb structure centers the components so that a constant lateral distance to the cooling nozzles is ensured. This contributes to a uniform cooling of the flanges or ribs. In a variant, not shown, the rollers of the roller table ROG are executed without comb structure. In this case, the components lie with the flange edges, so that the distance between the cooling nozzles depends on the flange geometry. To compensate for the different flange geometry of different components, the flow rate must always be adjusted individually. The larger the distance from the cooling nozzles, the larger the area on which the amount of cooling water is distributed. The relationship between the required flow rate and distance is square, ie when doubling the distance of four times the volume flow is required. This increases the control engineering effort of the water supply system and requires more powerful high-pressure pumps.

21 schematically shows the straightening disk arrangement and axle kinematics of the hot straightening machine according to the invention for straightening the supporting elements with non-parallel flanges in a plan view. Profiles are usually cold-directed because warmed profiles warp on cooling. Reason is the different mass distribution especially in the area of the Flanschwurzel, which leads to different cooling rates. Straightening in the cold state has the disadvantage of longer processing times, since the cooling takes time. The warmer the material can be directed, the smaller is not only the throughput times, but also the forming forces. This applies in particular to the load-bearing elements, which have increased strength as a result of the remuneration. In the process sequence according to the invention according to FIGS. 14.1 and 14.2, which is particularly preferred according to the invention, the straightening process is therefore carried out warmly after the tempering furnace AGO. For this purpose, a hot leveling machine WR is used, in which the rolling stock is directed at 70 to 100 ° C or at a maximum of 200 ° C. Since the annealing temperature in tempering furnace AGO is higher, the rolling stock is first conditioned in a buffer zone between tempering furnace AGO and hot leveling machine WR. The buffer zone consists for example of a Hubbalkenkühlbed on which the rolling stock is temporarily stored. The method of hot-rolling profiles is described in patent EP1641575A1. The straightening disks, which introduce the straightening force into the flanges of the profile, sit in this patent on a common shaft. With this arrangement, however, only Parallelflanschige profiles can be addressed. In the context of the present invention, the method is to be improved in such a way that the wide-flange supports BT according to the invention can also be heated with non-parallel flanges. The mode of operation of the modified device is explained here using the example of two straightening disks. Based on the detailed explanations on rolling variable flange distances in FIGS. 15.2 and 15.3, it is immediately clear that non-parallel flange wide flange supports BT require straightening disks RS1 and RS2 on separate axes ARS1 and ARS2 with separate drives. For this purpose, the structure of the trackable frameworks shown in FIG. 19 or 19.1 can be used. The separate storage of the leveling wheels allows adjustment and tracking of the axes according to the inclination angle of the flanges FL. The axes of the straightening disks are adjusted to the flanges FL so that a right angle results. The lateral tracking in the direction of the arrows takes place via NC-controlled axes and, analogously to the described rolling processes, is synchronized with the feed movement V. The straightening disk geometry in this figure is to be understood as an example. Essential are the special axle arrangement, as well as the lateral tracking via actuators. In order to further improve the straightening result, the combination with an automated flame straightening process is proposed according to the invention. For this purpose, permanently installed or flexible robot-guided burners BRE are used specifically at the points which can not be controlled by the above-described hot straightening alone.

An alternative to the described framework construction is the orientation of the flanges according to the principle of FIGS. 15.3.1 or 15.3.2.

Claims

claims

Carrying elements of an at least two-part, with respect to application and geometry any bearing shell, beam or truss structure (1) made of metallic materials, in particular fatigue is relevant to the design, characterized in that the supporting elements (2.1) to (2. n) of the entire structure o- of individual structural sections inside or outside via tension elements (3.1) to (3.m) with the Entspannwinkel (ß) and / or operating loads in one or more levels partially or completely biased so strong that the Stress of each load-bearing element under all expected operating loads, even under extreme loads, always in the pressure threshold range, corresponding to the limiting voltage ratio 1 <R <oo or R = - oo, takes place, so that the fatigue strength increases in the usual way for metals and that in particular material grades with increased yield strength, ie high strength structural steels with yield strengths of 460 MPa to 1300 MPa and higher or high strength aluminum wrought alloys of group 7000 with strengths up to 700MPa and above are used and that a targeted stiffening of the structure by means of supporting elements of larger cross-section and / or by profiling the supporting elements with seamlessly rolled ribs (Rp), beads, vault structures or similar and / or by using Sandwich composite structures and that the supporting elements are hot rolled and that for connecting and biasing the load-bearing elements and / or individual structural sections connector elements (S1) to (Sx) and special elements for transmitting the biasing force (5.1) or (5.2) are used, which are biased by the tension elements and that interfaces that are not biased by tension elements are connected either directly via bolted connections (Bz) or by means of screw-biased connectors (SV1) to (SVn) or via post-treated welds.

Supporting elements according to claim 1, characterized in that the supporting elements are made of normal strength grades, i. consist of steels with yield strengths below 460 MPa or of aluminum with strengths below 700 MPa, if the sum of operating loads and static prestressing in total does not exceed the yield strength.

Supporting elements according to claim 1 or 2, characterized in that it is U-shaped profiled shell support elements with or without folds (Ab) and with or without strip-shaped increased wall thickness (w3), whose width is constant or continuously decreases from (fc> 1) to (b2) and whose longitudinal flanges (Lf) have a constant or decreasing height (h1) or (h2), and an increased wall thickness (w1), so that both a high stiffening effect as a compensation of the notch effect of the mounting holes (Lb) for the bolt connections (Bz) is achieved.

Supporting elements according to claim 1 or 2, characterized in that they are plane or curved shell support elements with a longitudinally constant or from (b1) to (b2) decreasing width, for stiffening two seamlessly rolled, mirror-symmetrically arranged to the longitudinal axis ribs (Rp ) with rounded root and tip whose distance (b3) or (b4), height (hr1) and (hr2), and wall thickness (w5) or (w4) is constant or decreasing and whose distance is preferably half the shell width (b1) or (b2) and that the wall thickness of the shell on both sides of the ribs and in the middle between the ribs each (w2) or increases the wall thickness in a one- or two-sided strip of constant or decreasing width to (w3) is and that when using connectors (SV1) to (SVn) on one or both sides wedge-shaped towards the outer edge thickened longitudinal edges (Lk) are formed in the longitudinal sides of the supporting elements.

Supporting elements according to one of claims 1, 2 or 4, characterized in that the shell support elements for stiffening more than two seamlessly rolled, extending in the longitudinal direction or approximately in the longitudinal direction, preferably symmetrically arranged ribs (Rp) and that the wall thickness in the region of the shell is uniform (w2) or locally thickened to (w3) and that the local thickening (Lk) in the area of the outer edges (Ak) contains mounting holes (Lb) and / or welding seams for connecting the supporting elements.

Supporting elements according to one of the preceding claims, characterized in that component openings preferably in one or both sides thickened and over the width (b7) of the opening out widened strips of wall thickness (w3) housed and preferably arcuate, the weakening of the cross section and to avoid the formation of local tensile stresses.

Carrying elements according to claim 1 or 2, characterized in that it is seamlessly rolled in one piece double-T-shaped beam members or Breitflanschträger variable cross-sectional geometry with non-parallel flanges, wherein at least one flange side is inclined to the longitudinal axis, wherein the support height depending on the load distribution, either steadily decreases from one to the other end from (H1) to (H2), or initially from (H1) to the center of the carrier decreases to (H2) and then increases again to (H1) towards the other end, o- increases first from (H2) to (H1), then remains constant over a length range (Ig1), and then back to (H2) and that the wall thickness between the flanges is optionally increased in a strip to (w3) or reduced to (w3 ').

Supporting elements according to one of claims 1, 2 or 7, characterized in that the flange thickness of the seamlessly rolled double-T-shaped beam support members or wide flange of variable cross-sectional geometry is either constant or from (t ") to (te) steadily according to Load distribution is adjusted.

Supporting elements according to one of the preceding claims, characterized in that the plug connection elements for connecting the supporting elements (2.1) to (2.n) an orientation of the supporting elements via pins (ZA) and / or sleeves (HÜ) and / or boundary plates ( BL), and by the supernatant (ü) and, if necessary, by centering aids (ZH) in such a way that a secure, full-surface and relatively motion-free power transmission over the end faces and ribs (Rp) of the supporting elements is ensured and that the connector elements (S1) to (Sx), which are adapted to the shape contour of the load-bearing elements with the tension elements (3.1) to (3.m) are biased such that the load transfer of tensile or bending tensile forces exclusively on the tension elements and the load transfer of compressive forces exclusively on the load-bearing elements and plug-in connection elements and that shear forces or torsional moments form and frictional g are removed via the end faces, pins, sleeves, boundary plates or centering and that the bias is so high that the load-bearing elements are never completely relieved even under extreme load, which is equivalent to 1 <R <oo or at least R = - oo ,

0. Carrying elements according to one of the preceding claims, characterized in that the plug connection elements (S1) to (Sx) or (SV) to (Sx ¹ ) for connecting the supporting elements in addition seals (AD) and / or adhesive joints of structural or Semi-structural adhesive (KL) in the region of the interfaces to the supporting elements included.

1 . Supporting elements according to one of the preceding claims, characterized in that in the plug connection elements (SV) to (Sx ¹ ) one or more, equal or unequal executed node connections (Kn) with fork eyes and / or sleeves for fastening of tension elements (3.1) to ( 3.m) and / or timber-framed or Jacketverstrebungen (7) by means of bolts (Bz), welds (SN) and / or adhesives (KL) are integrated.

12. Carrying elements according to one of claims 1 to 8, characterized in that the plug-in connections (SV1) to (SVn), which are not biased by tension elements, from a clamp-like positive locking of two screwed together to form a double-T-shaped arrangement Formed elements (FEI) and (FEA) with the wedge-shaped thickened longitudinal edges (Lk) of the supporting elements and that the screwing of the mold elements (FEI) and (FEA) with high-strength screws (SR) takes place in such a way that the arrangement of the screws in the formulas no weakening of the supporting elements occurs, and that over the

Clamping force (F _K ) of the prestressed screws, the friction coefficient (μ) of the rough wedge surfaces and their opening angle (φ) of at least 45 °, but less than 90 °, a backlash-free, frictional and non-positive connection arises in all coordinate directions static and / or dynamically loadable, wherein the gap (SP) between the form elements is always dimensioned so that it is never completely closed even in the prestressed state and taking into account tolerances and that on sealing (AD) and screw locking (SRS) a low-maintenance and corrosion resistant connection is achieved.

13. Carrying elements according to one of claims 1 to 8 and 12, characterized in that the plug-in connections (SV1) to (SVn), which are not biased by tension elements consist of one-piece mold elements (FE) without screws, which are wedge-shaped Thickened longitudinal edges (Lk) of the supporting elements enclose such that in the area of the enclosure each have a constant gap (SP) for the jam-free pre-assembly of the parts to be joined, after the pre-assembly of a structural or semi-structural adhesive (KL) to sustainable

Bonding of the connectors absorbs.

14. Supporting elements according to one of the preceding claims, characterized in that it is in the tension elements for biasing the supporting elements, and the connector elements to tension cables in fully closed design with eyelets or clevises for attachment to the supporting

Structure or on the foundation.

15. Carrying elements according to one of the preceding claims, characterized in that the tension elements for biasing the supporting elements, as well as the connector elements of hot rolled steels high and highest tensile strength, especially bar steels, cold drawn round wires or tension wire strands of cold drawn round individual wires consist and preferably smooth, ie are executed without thread or thread ribs or that the tension elements are made of high-strength synthetic fibers.

6. Supporting elements according to one of the preceding claims, characterized in that the tension elements for biasing the load-bearing elements, as well as the connector elements made of high or high strength structural steels of grades S960 or higher and that these as threadless tension rod elements (3.1.1) to (3.mn) are designed with widened, rounded rod ends, which at a distance of twice the eye diameter (2 DL) to the rounded edge in each case a Bolzenbefestigungsauge (BA) with diameter (DL) and at a distance therefrom of the at least 1, 5-fold Eye diameter (1, 5 DL) have a further bore (ABV) of the same or approximately the same diameter as a relief notch and as a mounting hole for the biasing device, and that the rod ends with a width of at least 3 times the eye diameter (3 DL) over a distance, which is a multiple or integer multiple of the eye diameter (n * DL) and at the distance of the min First, 1, 5-fold eye diameter (1, 5 DL) to the relief bore begins to taper to the nominal width (NB) of the Zugstabelements continuously and that the wear protection of the bolt mounting eyes if required either by a locally applied directly protective coating (VS) or by attaching separate protection components consisting of double-sided fenders (Sb) with integrated pair of sockets (Bu1) and (Bu2) whose socket (Bu1) protects the bolt fastening eye and its socket (Bu2) via the positive connection to the relief hole and the traction to the fenders and bushing (Bu1) causes a rotation.

7. Supporting elements according to one of the preceding claims, characterized in that the adjustment of Zugstablänge (Igz) of the tension elements, which made due to the lack of thread or adjustment options not directly on the Zugstabelemente (3.1.1) to (3.mn) itself can be, via separate adjustment elements (9), which are hinged at the interface of two Zugstabenden (3.1.1) and (3.1.2) or at the interface of a Zugstabelements to the corresponding attachment points on the supporting structure or the foundation, is carried out so that the Zugstabelemente a cheaper notch class are associated with the advantage of a weight saving and that the adjustment with the adjustment (VW) via at least one symmetrically arranged to the longitudinal axis adjustment screw (SE) with nut (Mu), the two U-shaped , mirror-symmetrically arranged to each other holder (H) with each other, in the legs of the Zugstabelemente üb he eye bolts (ABz) are hinged or that the setting via appropriate mechanisms of comparable functionality, such as threaded rods with nuts, threaded rods with halterseitigem internal thread, eccentric, etc., and that the adjustment after adjustment via adhesive (KL) and / or lock nuts is secured.

18. Carrying elements according to one of the preceding claims, characterized in that the holders (Η ') of the modified adjusting elements (9') for adjusting the Zugstablänge each have an additional receiving bore (ABV1) or (ABV2) for the bolt (BzV1 ) or (BzV2) of a biasing device (VSV), which is at the same time relief bore for the holder-side fixing eye of the eyebolt (ABz) and that the bias of the load-bearing elements on the Zugstabele- elements not through the threads of the adjusting screws (SE), but by Reduction of the bolt spacing (BzVA) with the aid of the pretensioning device.

19. Load-bearing elements according to one of the preceding claims, characterized in that the tension rod elements (3.1.1) to (3.mn) are connected to each other with tabs and that the ends to be connected of the tension rod elements between each two tabs (L1) and (L2 ) of the same ultra-high strength material as the drawbar elements are hinged with eye bolts (ABz) in mounting holes with diameter (DL) and that the tabs, each having the same width of at least (3 DL), and taken together the same wall thickness as the drawbar ends ( w6 = 2 w7), with relief holes (EB1) and (EB2) of the same or approximately the same diameter (DL) as the fixing holes, spaced at least (1, 5 DL) from the fixing holes.

20. Carrying elements according to one of the preceding claims, characterized in that the tension elements are fastened with elements for movable attachment to the supporting structure or on the foundation and that the tension elements in these elements in a centrally mounted, downwardly rounded and as a relief notch formed receiving slot (10.4.1) of a universal joint (10.4) via an eye bolt (ABz) with diameter (DL) are articulated and that the universal joint over another, at a distance (BzA) offset by 90 degrees mounted hinge pin (10.5) of the same diameter with its shoulders (10.4.2) between the flanges (10.1) provided at a distance (SBY) and provided with lateral supports (10.3) and rounded towards the root, and (10.2) a connection plate (10.6) screwed in on its foundation or support side articulated, so that in addition to angular deviations and oscillating movements about 0.5 degrees in all directions of fastening XY and that increased fatigue strength of these fasteners by using the same high- or high-strength structural steels as in the tension elements, wear-resistant holes, waiving welds, as well as by the special geometry thickness of at least 3 DL, width adjusted to (SBY) of at least (3 DL), bolt spacing (BzA) of at least (3 DL) or maximum (4DL), bolt spacing to the edge of at least (2 DL) and width of the slots of (DL) or at least (w6) and which is characterized on the flange side by the support bases (SBX) and (SBY) which are at least sufficiently large that the intersections of the lines of action of the force ( F) with the connection plate always within the flanges, even at maximum deflection of the tension elements (£ 1) or (£ 2).

21. Supporting elements according to one of the preceding claims, characterized in that the special elements (5.1) and (5.2) for transmitting the prestressing force to the supporting elements and plug-in connection elements transmit power at the interface (Sx) via plug-in connections formed by annular elements ( Ria) made of high- or high-strength materials or, if it is not tubular or polygonal structural structures formed by contour-matched elements perform the same functionality on which the prestressed tension elements partially or all around inside and / or outside by means of fork-shaped holder (HZ) or bifurcated reinforcing plates (VBa), and by means of bolts (ABz) or universal joints (10.4) are attached and that the horizontal components (Fvox) of the biasing force, which contribute to the lateral stabilization of the supporting structure via pins (ZA ) transmitted to the inside of the supporting elements and that the vertical components (Fvoz) of the prestressing force are transmitted uniformly and precisely perpendicularly over the horizontal contact surfaces of the plug connections to the underlying load-bearing elements as pure compressive stresses and that in the case of shell structures to compensate for the bending moments, particularly rigid, the shell contour respectively adapted, plate structures supporting the supporting elements are used all around, in the case of tubular or polygonal structures made of concentric rings (Ria), and / or (Rli) and / or (Rlz) with a horizontal plate (PL) which is applied over the entire surface or locally, and spoke-welded vertical reinforcing plates (VBa) and / or (VBi).

22. A method for producing load-bearing elements or standardized profiles, characterized in that by casting gap adjustment of continuous casting (SG) or by subsequent trimming by flame cutting (BSA) initially slabs (BRA) are produced with or without taper, in the roughing mill (VWW) or in the following universal beam rolling mill (UTW) by hot rolling, ie by repeated reversing rolling with the trackable stands (VG1), (VG2), (VG3), (RG), (EG) and (FG) above the recrystallization temperature first to a nem bone-shaped pre-profile (VP) and finally to rolled products with constant or variable flange distances, in particular H-shaped wide flange (BT) or (2.1 A), U-shaped shell support elements (2.1 B) or special precursors (VPR) are further processed by the Axial positions of the rollers, which always form right angles to the flange at the processing points, NC-controlled during the feed movement with respect to position and / or angular position and / or roll gap to match the respective Flanschneigung or to the respective flange distance, and that the shell support elements with two parallel or non-parallel ribs (Rp) from the precursors (VPR) by bending the flange (FLo) and (FLu) to bending angles (γ1 = γ2 = γ3 ') of 90 degrees by means of hot roll profiling in rollforming stands with trackable or rigid roller axles (WPG1) to (WPGn) immediately after the universal beam rolling mill or decoupled thereof, without the use of residual heat, by means of swaging presses (GBP), and in that the production of polygonal chamfered or rounded shell support elements is either integrated in these bending processes or takes place subsequently at the processor, and that shell support elements with more than two ribs by welding two or more elements, preferably by means of friction stir welding (RRS), and that the high strength of the rolled products produced in this way is achieved by contour-matched tempering with the steps of heating in the roller hearth furnace (RHO) to austenitizing temperature> Ac3, quenching in continuous flow (DQ) and annealing in the tempering furnace (AGO) to about 100 ° C below Ad is reached, and that the accuracy of shape by adjustment (ADJ) and / or by hot straightening (WR) is guaranteed.

23. A method for producing load-bearing elements according to claim 22, characterized in that slabs (BRA) with tapering of continuous cast slabs with rectangular cross section by longitudinal profile rolling with Kaliberwalzgerüsten or by rolling with Längsprofilwalzgerüsten LPW consisting of the rollers (OBW), (UBW), (SBW1 ) and (SBW2) by permanent, with the feed movement (V _BR ) synchronized roll gap adjustment (WSP) are produced.

24. A method for producing load-bearing elements according to one of the preceding claims, characterized in that the wide flange (BT) or the precursor (VPR) by successive local rolling each a flange side with conventional scaffolds (RG), (EG) and (FG) is manufactured with only one horizontal pair of rollers with non-pivotable axes by the alignment of the respective flange to be machined (FLo) to the rollers or to the roller axes by approaching the positions (POS1), (POS2), (POS3) or ( POS 4) with the lateral rollers (SWR1 ¹ ), (SWR2 ¹ ), (SWF1 ¹ ) or (SWF2 ¹ ) or by means of centering devices and that the lateral rollers are tracked according to flange inclination and feed (V).

25. A method for producing load-bearing elements according to one of the preceding claims, characterized in that the shell support elements with more than two

Ribs are produced by U-shaped bending of shell support elements with two ribs and subsequent hot rolling of the U-shape in the region of the chamfered surfaces and the web (St) with the same or additional REF frameworks as in the first ribs and that the process at more is repeated as four ribs and that a uniform wall thickness (w2) is achieved by using a pre-product (VPR) with a defined excess (w3> w2) in the region of the additional ribs (Rp).

26. A method for producing load-bearing elements according to any one of the preceding claims, characterized in that the load-bearing elements are not rolled from sheets, but in a continuous direct rolling process directly from slabs and profiled according to the contour requirements.

27. Process for producing load-bearing elements according to one of the preceding claims, characterized in that, during hot rolling, the bone-shaped preliminary profile (VP) is reversibly rolled in the rough rolling mill in three successive stands (VG1), (VG2) and (VG3), wherein (VG1) a conventional duo stand with profiled roll surface, three calibers and adjustable nip, (VG2) a trackable universal stand with additional horizontal pair of rolls between the flanges and (VG3) a conventional duo stand with cylindrical rolls and that with the calibers (K1) and (K2) of the Vorgerüstes (VG1) first the longitudinal sides of the slabs (BRA) are notched, compressed and widened and that the

Vorprofil (VP) then for partial deformation of the lateral web surfaces in the caliber (K3) is either rotated by 90 degrees or that, without rotating the Vorprofil, in the caliber (K3) first the flanges are further formed and that the bone shape of the Vorprofils then with ( VG2) is finished in the flange areas and with (VG3) in the middle and that in this case the rollers of the roughing stands (VG1) and (VG2)

NC-controlled, according to the varying width of rolling stock, synchronized in synchronism with the feed movement and that the pre-profile (VP) in the REF group of universal beam rolling mill by reversing rolling with universal trackable frameworks (RG), (EG) and (FG), which analogous to ( VG2) have an additional horizontal roller pair between the flanges and their rollers also

NC-controlled, is formed to the corresponding rolled products (BT), (2.1 A), (2.1 B) or (VPR), wherein the roughing framework (RG) for Performance of Hauptumformarbeit in the area of the flanges, the edging framework mainly for compression of the flange edges, as well as for the formation of the thickened longitudinal edges (Lk) and the last used finishing scaffolding (FG) is used for the final shaping of the flange areas and that in each case For the REF group rolling passes which process only the flange areas, the roughing stand (VG3) is again used to roll over the section center with an additional web overlapping the rolling courses of the REF group in a width (ÜL), whereby, depending on from the roll gap, webs with uniform wall thickness (w2) or different wall thickness, ie local thickening (w3) or depression (w3 ') can be produced.

Method for producing load-bearing elements according to one of the preceding claims, characterized in that during hot rolling the precursors (VPR), unlike the wide flange (BT) or (2.1 A) are not H-shaped, but X-shaped rolled and that the Rolling gaps of the REF frameworks are in particular profiled such that an X-shape optimized for the subsequent roll forming or bending process is produced, in which the angles γ3 between the flanges (FLo) and (FLu) or between the flanges (FLo), (FLu) and the web (St) preferably each approximately 120 degrees and in which the radii (r2) left and right of the upper flanges (FLo) are approximately equal and in which the radii (r3) are so large at the bottom in that the bending stresses occurring there are in the region of the uniform expansion of the respective material and in which, preferably, radii (r5) are contained, which at the top are tangential both to the flanges (FLu) and also clinging to the web (St) and on which perpendicular, according to the bisectors (WH), the flanges (FLo) are arranged and in which the flanges (FLu) have the same wall thickness (w2) as the web and in which the flanges ( FLo) also have the wall thickness (w2) or other wall thicknesses (w4) or (w5) and in which the flanges (FLo) and (FLu), depending on the required fin height (hr1) or (hr2), and of the required shell width at the side of the ribs, either equal or unequal length, which is achieved by corresponding upsetting of the flanges in Edging framework, analogous to the method for U-shaped shell support elements, and in which the flanges (FLU) if necessary on the inside and / or. or on the outside contain wedge-shaped thickened longitudinal edges (Lk).

Method for producing load-bearing elements according to one of the preceding claims, characterized in that in the hot rolling profiling at the interface between universal beam rolling mill and rolling profiling line is changed to continuous feed and that the flanges (FLu) and (FLo) of the X-shaped Preprofiles (VPR) utilizing residual heat in at least two consecutive roll forming stands (WPG1) and (WPG2) consisting of at least one profiled pair of rolls with horizontal axes corresponding to the contours of the roll nips (WSP) or grooves (NU1) and ( NU2) so that the angles between (FLu ¹ ) and land (St) are 180 degrees and between (FLu ¹ ) and (FLo ¹ ) are 90 degrees and that the two flanges (FLo ¹ ) are ribbed (Rp) be recalibrated in at least one further roll forming by lateral rollers (Sp1) with a vertical axis, and by at least one pair of rollers with horizontal axes or by pairs of rollers with two lateral rollers (Sp1) and (Sp2) in such a way that The angle between rib (Rp) and web (St) are each exactly 90 degrees, and that then in another framework, which consists of at least one pair of rollers with horizontal axes, the underside of the shell un is recalibrated below the ribs by compressive forces (F) are applied to the ribs over the shoulders of the top roller, which cause a smoothing of the shell in the region of the original radii (r3) or (r3 '), as well as a reduction of the bending residual stresses and the rollers for processing variable flange or rib intervals synchronously to the feed motion NC-controlled with respect to position and / or angular position are tracked and that the folding or round bending of the shell, if this is done with the roll forming, is achieved by appropriate contouring of the roll nips.

Method for producing load-bearing elements according to one of the preceding claims, characterized in that the flanges (FLu) and (FLo) of the X-shaped pre-profiles (VPR) with the roll profiling stands (WPG1) to (WPGn) are bent in such a way that the angles between (FLo ¹ ) and web (St) 180 degrees and between (FLu ¹ ) and (FLo ¹ ) are 90 degrees and that the two flanges (FLu ¹ ) in this case to ribs (Rp).

Method for producing load-bearing elements according to one of the preceding claims, characterized in that the bending of the flanges (FLu) and (FLo) of the X-shaped pre-profiles (VPR) with the modified roll forming stand (WPG1 ¹ ) consisting of lateral profiling rollers (SP3) and (SP4) as well as modified upper and lower rollers (OPV), (ΟΡ2 '), (ΙΙΡ1') and (ΙΙΡ2 ') begins and continues with (WPG2) to (WPGn).

Method for producing load-bearing elements according to one of the preceding claims, characterized in that, during hot rolling, the pre-profile is rolled H-shaped using the frameworks (VG1), (VG2), (VG3) and optionally (RG), and then the pre-profile is subsequently rolled in the REF group, where the scaffolds (EG) and (RG) are successively alternated, especially in the upper part Flanges (FLo) are compressed and leveled, which necessitates two pairs of rollers with separate trackable axes for the left and right flange side due to the non-parallelism of the flanges per frame, and three profile roller sets of roller pairs of different caliber (OER1) for the total of five edging steps. , (UER1), (OER2), (UER2), (OER3), (UER3), (OER4), (UER4), (OEF1),

(UEF1), (OEF2) and (UEF2) are used, with the original H-shape of the pre-profile of caliber to caliber of the U-shaped final contour of the shell support elements (2.1 B) approaches and finally completed in the finishing framework (FG) and that the roller sets of the edging framework (EG) are exchanged either immediately after completion of the forming steps two, four and five, or that work is done with several Edging scaffolds and that the rolls according to the flange curves, in particular (FLu), synchronous to Feed movement with respect to position and / or angular position can be tracked NC-controlled.

33. Apparatus for producing load-bearing elements or standardized profiles, characterized in that the continuous casting plant (SG) contains a casting mold (KO) for the production of slabs (BRA) with one or two-sided taper and that the roughing mill (VWW) for the production of Bone- or H-shaped pre-profiles (VP) in addition to the roughing stand (VG1) comprises two further roughing stands (VG2) and (VG3), wherein the roughing stand (VG1) a Duogerüst with caliber roll and controllable nip, the roughing stand (VG2) a special universal scaffolding with trackable axes and the roughing stand (VG3) is a Duo scaffolding with non-profiled rolls and that the Universal Beam Rolling Mill (UTW) for the further processing of the pre-profiles to the load-bearing elements from at least three special universal scaffolds (RG), (EG) and (FG) with traceable axes, one or more, from reversing operation decoupled, continuously working hot roll forming stands (WPG1) to (WPGn) with nachführbaren axes, and possibly an integrated Rührreibschweißvorrichtung (RRS) for the production of shell support elements with more than two ribs, the heat from the rolling process is used and that the tempering roller hearth furnace (RHO), continuous flow (DQ), tempering furnace (AGO) and Hot straightening machine (WR) with traceable axes.

34. An apparatus for producing load-bearing elements according to claim 33, characterized in that the casting mold (KO) has a controllable casting gap (GSP) consisting of two between the jaws (BK1) and (BK2) slidably arranged, interchangeable slides (SCH1) and (SCH2) and that the jaws for sealing the mold during the casting over cylinders, toggle or similar. with the pressure force (F _B ) pressed against the slide and that the front sides of the slide to the casting gap with a pitch angle (Q) is less than or equal to 90 Degrees are beveled, which corresponds to the required one or two-sided wedge shape of the slab and left and right can be different sizes and that the slide during the casting process via NC-controlled actuators with constant speed (V _S ), which is equal to the quotient of the feed rate the slab (V _B R) and the tangent of the angle (Q) is to be moved outwards.

35. A device for producing load-bearing elements according to one of the preceding claims, characterized in that the special universal scaffolding with nachführbaren axes for the roughing mill and universal beam rolling mill of two play symmetrically arranged to each other towards the middle open C-arms (C), each with a lateral Roller (SWR1) and / or a pair of rollers (OR1) and (UR1) with feed drives (AOR1) and (AUR1) exist and that the rollers with their axes in bearing brackets (LBO), (LBU) and (LBS) rotatably mounted and the corresponding linear axes (LAO), (LAU) or (LAS) are slidably mounted on the C-bracket, so that the corresponding roll gaps can be adjusted and that the

C-bracket are each pivotally mounted with a pivot axis (SWA) on the machine foundation or on a stable frame (RA), so that the pivot angle of the roller axes of the two halves halves separately, according to the respective flange inclination are adjustable and that the C-bracket for lateral tracking the roll axes according to the variable flange distances via linear axes

(LAC) have NC-controlled, position-controlled actuators synchronized with roll feed, and that the stands (VG2), (RG), (EG) and (FG), the hot rollforming stands (WPG1) to (WPGn), and the frameworks of the hot straightening machine (WR) correspond to this structure.

36. A device for producing load-bearing elements according to one of the preceding claims, characterized in that the roller axes of the rollers (OR1) and (UR1) of the respective frame half for widening the support base (SB) at least with the bearings (L10R1), (L20R1), (L1 UR1) and (L2UR1) are mounted in the machine frame (MG) such that they can be adjusted in rotation and height, and that the side roller (SWR1) is mounted in the machine frame in an exchangeable cassette KA and that the frame is mounted above the pivot axis (SWA) and Linear axis (LAG) adjusted and tracked according to the flange.

37. A device for producing load-bearing elements according to one of the preceding claims, characterized in that the Durchlaufquette several separately regulated, arranged between and above the rollers of a roller table high pressure cooling groups for tempering the supporting elements and that the cooling nozzles (KDO) and (KDU ) of the cooling groups are mounted in rows offset from each other and that to ensure a uniform cooling and structural formation of the entire component contour special nozzle heads, consisting of halbkalottenförmig arranged individual nozzles are used, which produce fan-like, in particular conical cooling water jets with the opening angle (φϋ) through the different nozzle orientation, so that the lateral flanges or Ribs are wetted, wherein the uniformity of the cooling by a directional and / or contour and / or wall thickness-dependent adjustment of the volume flow over the nozzle diameter and / or nozzle spacing and / or nozzle adjustment and / or ser- vohydraulische control of individual or all nozzles is achieved and that the volume flow increases steadily from the perpendicular to a beam angle of 45 degrees at a time, in order to decrease continuously again and that in the roller table (ROG) either rollers with comb-like recesses for receiving and centering the flanges (FLu) Use, so that there is a constant, flanschhöhenun- dependent distance (AKD) of the component underside to the cooling nozzles or that smooth-surfaced rollers are used, on which the supporting elements rest with the flange edges and that the flange height dependent distance (AKD) in In this case, the flow rate is compensated.

38. Device for the production of load-bearing elements according to one of the preceding claims, characterized in that the hot straightening machine for hot straightening the load-bearing elements at least two straightening discs (RS1) and (RS2) contains and that the individual straightening discs (RS1) and (RS2) of the non-parallel Flanges (FL) or ribs (Rp) are mounted in universal stands on separate, swiveling and traceable axes (ARS1) and (ARS2), so that the axes to the flange or rib course are adjusted independently of each other at right angles and tracked with NC control and that optional built-in and / or robotic burners (BRE) are included for automated flame straightening.