WO2016020494A1 - Éléments porteurs d'une structure porteuse, éléments d'assemblage associés, ainsi que dispositifs et procédé de fabrication desdits éléments porteurs - Google Patents

Éléments porteurs d'une structure porteuse, éléments d'assemblage associés, ainsi que dispositifs et procédé de fabrication desdits éléments porteurs Download PDF

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Publication number
WO2016020494A1
WO2016020494A1 PCT/EP2015/068195 EP2015068195W WO2016020494A1 WO 2016020494 A1 WO2016020494 A1 WO 2016020494A1 EP 2015068195 W EP2015068195 W EP 2015068195W WO 2016020494 A1 WO2016020494 A1 WO 2016020494A1
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WIPO (PCT)
Prior art keywords
elements
load
flange
supporting
flanges
Prior art date
Application number
PCT/EP2015/068195
Other languages
German (de)
English (en)
Inventor
Christoph Grevener
Petra Lawrence
Original Assignee
EcoEnterprises GmbH
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by EcoEnterprises GmbH filed Critical EcoEnterprises GmbH
Priority to EP15756362.8A priority Critical patent/EP3177788A1/fr
Publication of WO2016020494A1 publication Critical patent/WO2016020494A1/fr

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/02—Structures made of specified materials
    • E04H12/08—Structures made of specified materials of metal
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B21—MECHANICAL METAL-WORKING WITHOUT ESSENTIALLY REMOVING MATERIAL; PUNCHING METAL
    • B21B—ROLLING OF METAL
    • B21B1/00—Metal-rolling methods or mills for making semi-finished products of solid or profiled cross-section; Sequence of operations in milling trains; Layout of rolling-mill plant, e.g. grouping of stands; Succession of passes or of sectional pass alternations
    • B21B1/08—Metal-rolling methods or mills for making semi-finished products of solid or profiled cross-section; Sequence of operations in milling trains; Layout of rolling-mill plant, e.g. grouping of stands; Succession of passes or of sectional pass alternations for rolling structural sections, i.e. work of special cross-section, e.g. angle steel
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B21—MECHANICAL METAL-WORKING WITHOUT ESSENTIALLY REMOVING MATERIAL; PUNCHING METAL
    • B21B—ROLLING OF METAL
    • B21B1/00—Metal-rolling methods or mills for making semi-finished products of solid or profiled cross-section; Sequence of operations in milling trains; Layout of rolling-mill plant, e.g. grouping of stands; Succession of passes or of sectional pass alternations
    • B21B1/08—Metal-rolling methods or mills for making semi-finished products of solid or profiled cross-section; Sequence of operations in milling trains; Layout of rolling-mill plant, e.g. grouping of stands; Succession of passes or of sectional pass alternations for rolling structural sections, i.e. work of special cross-section, e.g. angle steel
    • B21B1/12—Metal-rolling methods or mills for making semi-finished products of solid or profiled cross-section; Sequence of operations in milling trains; Layout of rolling-mill plant, e.g. grouping of stands; Succession of passes or of sectional pass alternations for rolling structural sections, i.e. work of special cross-section, e.g. angle steel in a continuous process, i.e. without reversing stands
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C2/00—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels
    • E04C2/02—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by specified materials
    • E04C2/08—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by specified materials of metal, e.g. sheet metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C2/00—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels
    • E04C2/30—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by the shape or structure
    • E04C2/38—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by the shape or structure with attached ribs, flanges, or the like, e.g. framed panels
    • E04C2/384—Building elements of relatively thin form for the construction of parts of buildings, e.g. sheet materials, slabs, or panels characterised by the shape or structure with attached ribs, flanges, or the like, e.g. framed panels with a metal frame
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/30—Columns; Pillars; Struts
    • E04C3/32—Columns; Pillars; Struts of metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/02—Structures made of specified materials
    • E04H12/08—Structures made of specified materials of metal
    • E04H12/085—Details of flanges for tubular masts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/02—Structures made of specified materials
    • E04H12/08—Structures made of specified materials of metal
    • E04H12/10—Truss-like structures
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/16—Prestressed structures
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/20—Side-supporting means therefor, e.g. using guy ropes or struts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions

Definitions

  • 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.
  • 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.
  • 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.
  • 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.
  • 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 ⁇ 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 ⁇ 7 or 10 ⁇ 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.
  • magnesium alloys 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.
  • 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).
  • the connection technology plays a decisive role, since, for example, screw holes and welded joints always cause a notch effect.
  • residual tensile stresses form during the solidification of the melt.
  • structure changes and ductility losses occur which, in combination with the residual stresses, lead to a reduction of the dynamic strength.
  • 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.
  • the fatigue strength which is significantly lower than that of static strength, determines the dimensions.
  • 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.
  • 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.
  • 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.
  • beam and frame structures therefore an approximation of the cross section is often made to the stress profile.
  • 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.
  • 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.
  • 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.
  • only parallel flanges can be produced.
  • 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.
  • 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.
  • 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.
  • group 7000 such as the aluminum-zinc alloy 7068.
  • 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.
  • the global buckling resistance of structures 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.
  • 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.
  • 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 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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 ⁇ 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 L jossflan- see.
  • Fig. 4.1 shows schematically the U-shaped shell support elements of Fig. 4 in a perspective view.
  • FIG. 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.
  • FIG. 5.3 schematically shows the shell support elements with conically extending ribs from FIG.
  • 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
  • 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
  • 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 Switzerlandstabelements 3.1.1 with wear-protected attachment eyes for biasing the supporting elements.
  • Fig. 10 shows schematically the elements for adjusting the Glasstably for biasing the supporting elements.
  • Fig. 10.1 schematically modified elements for adjusting the Glasstabhey 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
  • 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 °.
  • .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.
  • .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.
  • Fig. 15.3.1 schematically shows an alternative roller arrangement and kinematics of the REF scaffolding group for rolling the modified Breitflanschys as a precursor for the shell support elements with parallel or non-parallel ribs, as well as for rolling Breitflanschyn 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 Breitflanschys as a precursor for the shell support elements with parallel or non-parallel ribs, as well as for rolling Breitflanschyn 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 Breitflanschdes 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.
  • FIG. 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.
  • FIG. 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 füraturage 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 Sch Strukturg. 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.
  • 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.
  • 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 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • the further explanations are given by way of example based on the force component Fx.
  • 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 ⁇ 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.
  • tension elements in particular materials with high and highest tensile strength.
  • 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.
  • 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.
  • 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.
  • tension rods according to the prior art are limited to applications with predominantly static load.
  • 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.
  • 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.
  • 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 ⁇ and ⁇ .
  • 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.
  • the primary object is to increase the fatigue strength by shifting the load into the pressure threshold area.
  • 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.
  • 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 Werstabiata of FIG. 9, the elements for adjusting the Ceistabin according to Fig. 10 and 10.1, the tabs Connection of several tension rods according to Fig.
  • 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 Eckstielaus Replacementen, according to the prior art.
  • angle profiles, tubes or rods are used from round materials.
  • prestressed trusses may be made from the structural members of this invention.
  • 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 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 Eckstielabintroductorye 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 Eckstielabintroductoryen 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 Wegstabiatan 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.
  • 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.
  • 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 ⁇ 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 ⁇ 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 Fvoz
  • 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.
  • Fvozl Fvoz.
  • the preload Fvo2 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.
  • 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.
  • the applied stress ⁇ 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 .
  • I a m I> o a or I a m I ⁇ 8 .
  • a m here corresponds to the static bias of the load-bearing elements.
  • I CTm I ⁇ a a or I a m I 0 or a m ⁇ a a .
  • R - 1 or -1 ⁇ R ⁇ 0.
  • R 0 or 0 ⁇ R ⁇ 1.
  • 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.
  • 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.
  • 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 ⁇ to the center of the structure out.
  • 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.
  • 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 ⁇ (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.
  • 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 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.
  • 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.
  • 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.
  • the height of the longitudinal flanges also changes from the maximum height h1 to the minimum height h2.
  • the longitudinal flanges are angled at the angle ⁇ .
  • the supporting element 2.1 is additionally provided in the longitudinal direction with a fold Ab.
  • 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.
  • 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.
  • devices and methods according to FIGS. 14 to 21 are required.
  • 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.
  • 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.
  • FIG. 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.
  • 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.
  • each supporting element 2.1 to 2.n has at least one fold Ab between the two ribs.
  • 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.
  • supporting elements with ribs Rp which run in the Z-direction to an imaginary point of intersection above the mast top, are particularly advantageous.
  • 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.
  • the ribs 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.
  • 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 ⁇ 1 is equal to the bending angle ⁇ 2.
  • the component 2.1 is, according to the required number of corners of the polygon, folded.
  • at least one fold Ab with the bending angle ⁇ along the center line is provided per supporting element 2.1.
  • further bends in the area of the ribs Rp are possible by adjusting the angles ⁇ 1 and ⁇ 2 accordingly.
  • the wall thickness of the ribs Rp steadily increase from the fin tip w4 to the wall thickness w5 at the root.
  • 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 ⁇ 1 and ⁇ 2 are right angles and the bending angle ⁇ 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.
  • 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 ⁇ 1, ⁇ 2 and ⁇ 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.
  • 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.
  • 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.
  • 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.
  • Rp arrangement on the inside or outside, constant or variable wall thickness, rounding of rib tip and rib root
  • the longitudinal edges Lk is made to the explanation in Fig. 5.1.
  • the bending angles ⁇ 1, ⁇ 2 and ⁇ 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.
  • 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 ⁇ 1 and ⁇ 2 are right angles and the bending angle ⁇ 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.
  • the wedge-shaped thickened longitudinal edges Lk serve to receive the plug connections SV1 to SVn according to FIGS. 8 to 8.2.
  • 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.
  • a longitudinally extending weld seam for connecting the supporting element 2.1 with another, not shown here supporting element may be attached.
  • 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.
  • 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.
  • 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.
  • a keerbtechnisch favorable flat slope a continuous transition to the wall thickness w2 is created.
  • 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.
  • 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.
  • the load in the longitudinal direction of the load-bearing elements is not constant.
  • 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.
  • 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.
  • 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.
  • 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.
  • it is a double-T-shaped carrier, also called Breitflanschmoi.
  • 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.
  • 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.
  • weight can be saved at approximately the same moment of inertia.
  • an increase in the moment of inertia can be achieved with the same weight.
  • 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.
  • 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.
  • 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.
  • 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.
  • H1 the distance between 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 Breitflanschmoi 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.
  • 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.
  • 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.
  • the plug connection element S1 preferably consists of the same material as the adjacent supporting elements 2.1 and 2.2.
  • the plug connection element S1 is firmly clamped between the adjacent component edges of the prestressed supporting elements 2.1 and 2.2.
  • 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.
  • 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.
  • 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.
  • 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 Kleb part. 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.
  • 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.
  • additional centering ZH 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 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.
  • 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.
  • the corner posts 8 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.
  • glued socket joints are proposed with adhesive KL.
  • 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 Eckstielabitesen 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.
  • the production is done by die casting.
  • 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.
  • 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 Anschlußendabterrorisme 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.
  • 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.
  • 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.
  • 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.
  • a gap SP ie the T-shaped elements are shorter in total than the wall thickness w2 and the recess c1 together.
  • 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 ⁇ is chosen so that the connector is sufficiently biased in both X and Y direction and clearance. At an opening angle Phi ⁇ of 45 °, the compound in the X and Y directions is biased approximately equal.
  • the outer and inner mold element FEA and FEI can be produced in the rolling process and thus particularly cost.
  • 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 ⁇ is preferred in this case, since it contributes to the improvement of the bonding strength.
  • the roughness can be brought about by blasting.
  • 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.
  • 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.
  • the connector SV1 is already preassembled in the factory with screws SR.
  • Fig. 8.1 shows schematically the section of the modified connector SV1 for connecting the supporting elements of FIG. 5 in the circumferential direction.
  • 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.
  • the wedge-shaped thickening of the longitudinal edge Lk is mounted on one side.
  • 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.
  • 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.
  • 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.
  • the adhesive KL reaches the top of the formula element FE, the adhesive supply is shut off and the adhesive cures in the gap.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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 Werstabelements 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 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.
  • 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 Wegstabelements 3.1.1 with wear-protected attachment eyes for biasing the supporting elements.
  • 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.
  • the fastening eye of the Buchstabelements 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.
  • the durability of the coatings can be problematic, especially at the edges.
  • 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 Werner- NEN of the supporting elements.
  • the drawbar elements 3.1.1 of FIG. 9 are non-threaded drawbars of fixed length Igz.
  • adjustable traction rod lengths can result, for example, from manufacturing and assembly tolerances of the load-bearing elements of the supporting structure.
  • the elements for adjusting the Werstabin 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 Buchstabelement.
  • 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 Buchstabin via the separate elements 9, as shown in the figure.
  • 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.
  • 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.
  • the nuts Mu are secured after adjustment by means of unillustrated terminal nuts, KL adhesives or other threadlockers.
  • the elements for adjusting the Buchstabudide 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.
  • the arrangement is symmetrical to the centerline.
  • 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.
  • Fig. 10.1 shows schematically modified elements for adjusting the Buchstabin for biasing the supporting elements by means of a biasing device in a lateral section.
  • 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 Buchstabplain 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.
  • 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.
  • ABV1 and ABV2 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.
  • the tabs L1 and L2 which consist of the same high-strength material as the Switzerlandstabiata 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.
  • each tab 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 Werstabrii amount.
  • the two tabs L1 and L2 are mounted mirror-symmetrically to the Werstabierin 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 Wegstabelements 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 ⁇ and ⁇ are (see FIG. 1 .1).
  • 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.
  • 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 Wegstabiatan 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 incorporatedkopf and connecting plates.
  • 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.
  • ⁇ or ⁇ is preferably prestressed under small bracing angles.
  • 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.
  • 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.
  • 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.
  • 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 Glasstabelement 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.
  • 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.
  • 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 Abgespanfure 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.
  • the vertical component of the prestressing force Fvoz must be transmitted to the supporting element 2.n.
  • the power transmission for a Entspannwinkel ⁇ of 0 ° is shown.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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 Glasstabieri 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.
  • 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.
  • 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.
  • 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 Buchstabetti 4.1.
  • n are required to 4.mn, a corresponding number of stiffening plates VBa is required for their attachment.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • the Switzerlandstabetti 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 ⁇ 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.
  • 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.
  • 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.
  • 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.
  • 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 Spaltwalz compiler 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.
  • 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.
  • profile shapes and dimensions in the hot rolling sector 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.
  • 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.
  • 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 Breitflanschdois 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.
  • 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.
  • 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.
  • 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.
  • the continuous casting process is able to produce semi-finished products (slabs, blocks, beam blanks) with variable, in particular wedge-shaped cross-sections.
  • 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.
  • the semi-finished products are reworked after continuous casting by lateral trimming, for example with flame cutting BSA.
  • 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 rolls must be continuously tracked NC-controlled during the rolling process.
  • 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.
  • 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.
  • 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.
  • the wall thicknesses of the flanges both in the Breitflanschmoin 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.
  • 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.
  • 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.
  • the shell support elements according to the invention 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.
  • 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.
  • 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.
  • 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).
  • 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 Fertiguous. 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.
  • 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.
  • 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 Austenitmaschinestemperatur 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.
  • 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.
  • the case is considered that the Breitflanscho 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 Breitflanschms 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.
  • 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.
  • caliber rolling stands can be used in reversing operation instead of the hot-roll forming scaffolding.
  • bending into the final contour can alternatively be carried out with heavy ABP or swaging presses GBP.
  • 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.
  • annealing after bending into the final contours 2.1 C, 2.1 E or 2.1 F 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.
  • FIG. 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.
  • 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.
  • 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.
  • the roughing stand VG1 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • the finishing mill FG of the REF group will be traversed.
  • 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.
  • 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.
  • the additional roughing stand VG3 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.
  • the nip of the additional roughing stand VG3 and the finish rolling stand FG 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.
  • the transitions between the rolling tracks may be deburred by plastering.
  • the roll gap for forming the flanges is adjusted as needed.
  • a wall thickness greater than w2 is usually used for the flanges.
  • 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.
  • 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.
  • the basic principle can be transferred to the direct rolling process according to the invention of heavy profiles from contoured slabs.
  • 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.
  • the figure additionally contains the geometry of a standardized wide flange carrier. This is shown in dashed lines.
  • 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.
  • the lower flange FLu of the modified wide flange carrier must have the same wall thickness w2 as the bar St.
  • 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.).
  • w4 or w5 deviating from w2
  • the modified wide-flange carrier 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 ⁇ 3 between the flanges FLo and FLu and between the flanges FLo, FLu and bridge St equal are. This condition is met when ⁇ 3 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • the X-shape described above is necessary.
  • the associated rolling process is referred to below as the XX method.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • a partial deformation of the pre-profile VP takes place with the caliber K3.
  • 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.
  • 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.
  • 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 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.
  • 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.
  • 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.
  • 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.
  • wedge-shaped slabs can be made of continuously-cast slabs of constant rectangular cross-section with longitudinal slab rolling mills LPW.
  • 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.
  • 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 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.
  • the edging group (Edging framework EG) the lateral rolls SWR1 and SWR2 are missing.
  • 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.
  • 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.
  • the roller pairs 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 Flanschverierin.
  • the rollers can follow the variable flange distance, a lateral tracking according to the direction of the arrows is necessary.
  • 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.
  • 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.
  • 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.
  • 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.
  • the corresponding lateral rollers of all three framework groups are profiled by the recesses shown in dashed lines.
  • 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.
  • the edging framework group is used.
  • 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.
  • 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.
  • 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.
  • 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.
  • fabrication is possible by welding together seamlessly flanged parallel flange and non-parallel flange broad flange beam sections.
  • R. 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.
  • 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 Breitflanschmoin with variable cross section in plan view.
  • the roll axes are pivoted, but the rolling stock.
  • 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.
  • the wide-flange carrier BT or the precursor VPR is produced as shown in two successive steps by locally rolling one flange side each.
  • 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'.
  • 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 Breitflanschde 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.
  • 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.
  • 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.
  • 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.
  • the right flange portion is machined.
  • 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'.
  • 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.
  • 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.
  • 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.
  • 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 Breitflanschmoin 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.
  • step 2 the inside of the right flange Flo, unlike in Fig.
  • 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.
  • 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.
  • hot roll forming does not take place in reversing mode, but preferably in a unidirectional feed direction perpendicular to the drawing plane.
  • 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.
  • 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.
  • the function of the groove NU1 in the upper roll OP1 may be replaced by two single, spaced-apart upper roll disks. If the Breitflanschisme 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.
  • suitable drives e.g. Spindle drives
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • 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 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.
  • 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.
  • Step 1 is the preparation of the precursor VPR in the form of a modified Breitflanschmois according to Figures 14.1 to 15.3.2.
  • 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).
  • 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.
  • 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 °.
  • 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.
  • 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.
  • upper and lower rollers which are formed in the region of the receptacle for the U-shape of Fig. 15.7, are used.
  • 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.
  • the roll forming stands WPG1 to WPG4 or WPG1 'to WPG4 can be used again for this purpose.
  • FIG. 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.
  • 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.
  • 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.
  • Ribs are already formed in the vertically downwardly extending portions of the legs.
  • the wall thickness corresponds there to the desired wall thickness w2.
  • the wall thickness w3 approaches the wall thickness w2.
  • the load-bearing element has the same wall thickness w2 everywhere.
  • 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.
  • 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.
  • the upper flange is completely leveled.
  • the fine forming and finishing is done by final processing with the finishing framework.
  • the process must be modified.
  • 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 Edging suitse 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.
  • 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.
  • 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.
  • 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.
  • 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 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.
  • 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.
  • 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.
  • 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.
  • 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.
  • the structure of these special universal scaffolding differs from the prior art and will be described with reference to FIGS.
  • Roll forming is state of the art in the cold rolling field of thin-walled profiles.
  • 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.
  • 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.
  • shell support elements or metal sheets with more than two integrated ribs are produced by the method according to FIG. 15.6.
  • 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.
  • 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.
  • 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.
  • 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 ⁇ 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 ⁇ 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.
  • 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 ⁇ .
  • 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.
  • 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.
  • 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.
  • 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.
  • the three rollers of each scaffolding half with their axes must be exactly perpendicular to the flange.
  • 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.
  • 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.
  • 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 Breitflanschippos, 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.
  • 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.
  • 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.
  • the bearings L10R1, L20R1, L1 UR1 and L2UR1 are mounted on the machine frame MG height adjustable via suitable linear guides.
  • 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.
  • 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.
  • the supporting elements of this invention have a three-dimensional and complex contour.
  • d. H. flat temperature gradients can be compensated for, they play a significant role in the quenching in the fürtown. 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.
  • each variant of the load-bearing elements according to FIG. 14 makes individual cooling requirements due to the different profiling.
  • 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.
  • 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 ⁇ .
  • ) D depends on the spectrum of the flange geometries to be cooled and the distance between the cooling nozzles AKD. In general, ⁇ 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.
  • 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.
  • nozzle heads 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.
  • 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.
  • 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.
  • 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.
  • the cooling result in problem areas, in particular in the area of the flange root can be further improved.
  • 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.
  • 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.
  • the flow rate must always be adjusted individually.
  • 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.
  • FIGS. 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.
  • the straightening process is therefore carried out warmly after the tempering furnace AGO.
  • 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 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.
  • 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.
  • the combination with an automated flame straightening process is proposed according to the invention.
  • 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.

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Abstract

L'invention concerne des éléments porteurs et leurs éléments d'assemblage d'une structure porteuse de coque, de poutre ou à treillis (1) au moins en deux parties, quelconques en matière d'application et de géométrie, composée de matériaux métalliques, dans laquelle la fatigue revêt avant tout une importance majeure eu égard aux dimensions. Selon l'invention, la précontrainte exercée, à l'intérieur ou à l'extérieur par des éléments de traction (3.1 à 3.m) présentant l'angle d'haubanage (ß) et/ou par des charges de service dans un ou plusieurs plans, en partie ou en totalité sur les éléments (2.1 à 2.n) porteurs de l'ensemble de la structure ou de diverses sections de structure est si forte que la contrainte de chaque élément porteur a lieu, sous l'action de toutes les charges de service prévisibles, également sous des charges extrêmes, systématiquement dans la plage de pression, conformément au rapport de tension limite 1 < R < ∞ ou R = - ∞ de sorte que la résistance à la fatigue augmente selon la manière usuelle pour les métaux et que des matériaux présentant une limite d'élasticité plus importante, en d'autres termes des aciers de construction hautement résistants présentant des limites d'élasticité allant de 460 MPa à 1300 MPa et des alliages d'aluminium corroyés à résistance améliorée ou hautement résistants du groupe 7000 présentant des résistances allant jusqu'à env. 7000 Mpa et plus sont utilisés, qu'on obtient un renforcement ciblé de la structure au moyen des éléments porteurs de section transversale plus grande et/ou par profilage des éléments supports présentant des nervures laminées sans joints (Rp), des moulures, des structures bombées ou similaires et/ou par le recours à des types de construction mixte en sandwich, et que les éléments porteurs sont laminés à chaud et qu'on utilise, aux fins de l'assemblage et de la précontrainte des éléments porteurs et/ou des diverses sections de structure porteuse, des éléments d'assemblage par emboîtement (S1 à Sx) et des éléments spécifiques servant à la transmission de la force de précontrainte 5.1 ou 5.2, qui sont précontraints par les éléments de traction, et que des interfaces, qui ne sont pas précontraintes par des éléments de traction, sont assemblées soit directement par l'intermédiaire d'assemblages par boulon (Bz) soit au moyen d'assemblages par emboîtement (SV1 à Svn) précontraints selon la technique de vissage ou par des cordons de soudure traités ultérieurement. L'invention concerne également des dispositifs et des procédés servant à fabriquer des éléments porteurs.
PCT/EP2015/068195 2014-08-06 2015-08-06 Éléments porteurs d'une structure porteuse, éléments d'assemblage associés, ainsi que dispositifs et procédé de fabrication desdits éléments porteurs WO2016020494A1 (fr)

Priority Applications (1)

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EP15756362.8A EP3177788A1 (fr) 2014-08-06 2015-08-06 Éléments porteurs d'une structure porteuse, éléments d'assemblage associés, ainsi que dispositifs et procédé de fabrication desdits éléments porteurs

Applications Claiming Priority (2)

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DE102014011735.9A DE102014011735A1 (de) 2014-08-06 2014-08-06 Tragende Elemente einer tragenden Struktur, dazugehörige Verbindungselemente, sowie Vorrichtungen und Verfahren zur Herstellung derselben
DE102014011735.9 2014-08-06

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Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE202016102095U1 (de) * 2016-04-21 2016-05-19 Horst Witte Gerätebau Barskamp KG Sandwichplatte
CN111868375A (zh) * 2018-01-26 2020-10-30 通用电气公司 用于稳定风力涡轮的系统和方法
CN112818483A (zh) * 2021-01-25 2021-05-18 江苏徐工工程机械研究院有限公司 基于选区激光熔化的液压阀块的设计与制造方法
CN112836411A (zh) * 2021-02-09 2021-05-25 大连理工大学 加筋板壳结构的优化方法、装置、计算机设备和存储介质
CN113155727A (zh) * 2021-01-21 2021-07-23 成都济通路桥科技有限公司 一种支撑装置的摩擦系数的标定方法
CN113441577A (zh) * 2021-05-25 2021-09-28 成都飞机工业（集团）有限责任公司 一种细长z形零件复合成形装置及成形方法
CN114622743A (zh) * 2021-11-09 2022-06-14 北京市建筑工程研究院有限责任公司 一种自动卸载式支撑装置、支撑装置组及施工方法
CN117449684A (zh) * 2023-12-22 2024-01-26 佛山电力设计院有限公司 一种配电装置场地联合构架
CN117483567A (zh) * 2024-01-03 2024-02-02 南京华兴压力容器制造有限公司 高粘多聚物换热器翅片与套管组装质控装置及质控方法

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DE10011755A1 (de) 2000-03-13 2001-09-20 Groche Ptu Tu Darmstadt Peter Verfahren und Vorrichtung zum Herstellen von Bauteilen mit über der Länsachse veränderlichen Querschnitten
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Cited By (16)

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Publication number Priority date Publication date Assignee Title
DE202016102095U1 (de) * 2016-04-21 2016-05-19 Horst Witte Gerätebau Barskamp KG Sandwichplatte
CN111868375A (zh) * 2018-01-26 2020-10-30 通用电气公司 用于稳定风力涡轮的系统和方法
CN113155727A (zh) * 2021-01-21 2021-07-23 成都济通路桥科技有限公司 一种支撑装置的摩擦系数的标定方法
CN113155727B (zh) * 2021-01-21 2023-02-14 成都济通路桥科技有限公司 一种支撑装置的摩擦系数的标定方法
CN112818483A (zh) * 2021-01-25 2021-05-18 江苏徐工工程机械研究院有限公司 基于选区激光熔化的液压阀块的设计与制造方法
CN112818483B (zh) * 2021-01-25 2023-10-03 江苏徐工工程机械研究院有限公司 基于选区激光熔化的液压阀块的设计与制造方法
CN112836411B (zh) * 2021-02-09 2022-11-08 大连理工大学 加筋板壳结构的优化方法、装置、计算机设备和存储介质
CN112836411A (zh) * 2021-02-09 2021-05-25 大连理工大学 加筋板壳结构的优化方法、装置、计算机设备和存储介质
CN113441577B (zh) * 2021-05-25 2022-10-25 成都飞机工业（集团）有限责任公司 一种细长z形零件复合成形装置及成形方法
CN113441577A (zh) * 2021-05-25 2021-09-28 成都飞机工业（集团）有限责任公司 一种细长z形零件复合成形装置及成形方法
CN114622743A (zh) * 2021-11-09 2022-06-14 北京市建筑工程研究院有限责任公司 一种自动卸载式支撑装置、支撑装置组及施工方法
CN114622743B (zh) * 2021-11-09 2023-08-15 北京市建筑工程研究院有限责任公司 一种自动卸载式支撑装置、支撑装置组及施工方法
CN117449684A (zh) * 2023-12-22 2024-01-26 佛山电力设计院有限公司 一种配电装置场地联合构架
CN117449684B (zh) * 2023-12-22 2024-04-09 佛山电力设计院有限公司 一种配电装置场地联合构架
CN117483567A (zh) * 2024-01-03 2024-02-02 南京华兴压力容器制造有限公司 高粘多聚物换热器翅片与套管组装质控装置及质控方法
CN117483567B (zh) * 2024-01-03 2024-03-15 南京华兴压力容器制造有限公司 高粘多聚物换热器翅片与套管组装质控装置及质控方法

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