EP0693600A1 - Poutre mixte à vibration amortie - Google Patents

Poutre mixte à vibration amortie Download PDF

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Publication number
EP0693600A1
EP0693600A1 EP95110313A EP95110313A EP0693600A1 EP 0693600 A1 EP0693600 A1 EP 0693600A1 EP 95110313 A EP95110313 A EP 95110313A EP 95110313 A EP95110313 A EP 95110313A EP 0693600 A1 EP0693600 A1 EP 0693600A1
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EP
European Patent Office
Prior art keywords
composite
girder
lower flange
elements
composite carrier
Prior art date
Legal status (The legal status 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 status listed.)
Granted
Application number
EP95110313A
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German (de)
English (en)
Other versions
EP0693600B1 (fr
Inventor
Gernot Wolperding
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Spannverbund Gesellschaft fur Verbundtrager GmbH
Original Assignee
Spannverbund Gesellschaft fur Verbundtrager 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
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Publication of EP0693600A1 publication Critical patent/EP0693600A1/fr
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Publication of EP0693600B1 publication Critical patent/EP0693600B1/fr
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
    • E04C3/291—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures with apertured web
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • E01D2/02—Bridges characterised by the cross-section of their bearing spanning structure of the I-girder type
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
    • E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E01D2101/268—Composite concrete-metal

Definitions

  • the present invention relates to a composite beam, as used in construction, and which consists essentially of a first element that can be subjected to tensile stress and a second element that can be subjected to pressure and is firmly connected to the first element.
  • Bridges and, for example, the ceilings of large halls are often tensioned with composite beams of this type, the component which is subjected to tension generally being a steel beam with a double-T profile, which in the area of its two ends rests on corresponding ones Bearing surfaces.
  • Such steel beams withstand very high tensile forces. They are already relatively rigid, based on the material used, whereby in the case of a uniform load distributed over the length between the support points, a deflection occurs and the bending moment increases continuously from the ends towards the center and essentially the shape of a parabola with a vertex in the middle of the beam. According to conventional conventions, such a bending moment is referred to and taken into account as a positive bending moment.
  • the bending stiffness of the steel girder can, however, be increased considerably in combination with a pressure-resistant or pressure-resistant element.
  • this composite is produced with a concrete layer or concrete slab, which rests on the top or the top chord of the steel girder and which is firmly connected to the steel girder in several places.
  • so-called headed dowels are used for this connection, that is, headed steel pins which are welded to the upper flange and protrude upwards from it.
  • the concrete slab that is firmly cast with the top flange of a double-T beam has a much larger cross-section in the area that absorbs compressive forces during the deflection than the top flange of the steel beam and therefore offers a much greater resistance to the pressure forces that occur than the top flange of the steel beam alone .
  • the concrete slab firmly connected to the upper chord allows only a slight compression of the upper chord, the neutral line shifts in the web in the direction of the upper chord and for absorbing the tensile forces there is a larger cross-sectional part of the steel girder available, whereby the displacement of the neutral line increases the resistance to bending even with a given stretch of the lower flange. In other words, the deflection is significantly reduced for a given load, so the system as a whole is more rigid.
  • Such a composite beam which rests on corresponding support surfaces at its two ends, simultaneously represents an oscillatory structure.
  • the resonance frequency of such an oscillatory structure decreases and increases with the increase in the total mass of the system and the increase in the distance between the support points and thereby gets into a frequency range within which typical loads from people, vehicles and other machines occur.
  • This resonance phenomenon is also known to laymen from bridges, since marching columns, for example, are not allowed to cross bridges in step, because under certain circumstances the step frequency coincides with the resonance frequency of the bridge and this could cause it to collapse.
  • the present invention is therefore based on the object of creating a composite carrier with the features mentioned at the outset, which is improved in terms of its vibration behavior.
  • At least one section of the first or second element can be moved to a limited extent with respect to the respective other element or with respect to a third element connected to the first or second element.
  • the element that can be loaded under pressure and the element that can be loaded under tension are firmly connected to one another, but the invention nevertheless ensures that at least sections of the first and second elements move relative to one another under the loads that occur, thereby generating friction and any movement and in particular, vibrations in the resonance range are damped.
  • first and second elements it is not absolutely necessary for the first and second elements to move relative to one another (in sections), but the same effect is also achieved if a third (or further) element is essentially firmly connected to the first or second element and the mentioned section-wise relative movement and thus a corresponding friction. In both cases, any movement of the composite beam is dampened by this friction. It is sufficient if the movement of the mutually movable sections is of the order of a few tenths of a millimeter and is, for example, at least 0.1 mm. However, the maximum displacement of the elements against one another should be at least 0.5 mm with a permissible maximum static load, this play being understood as the difference between the positions without and with load.
  • An embodiment of the invention is preferred in which the frictional engagement is ensured by clamping screws, which are accommodated with play in at least one of the elements connected thereby in a fastening hole, since these clamping screws are not intended to create a fixed, immovable connection between the two elements, but instead only the parts should press so tightly together that considerable frictional forces have to be overcome in the event of a relative movement between them.
  • An embodiment of the invention is also expedient in which an energy-absorbing one Damping material is arranged between the movable elements or sections of the elements and in which frictional heat is generated during a relative movement of the relevant sections and thus kinetic energy is consumed.
  • first element and the second element are rigidly connected to one another at at least two clearly spaced points and have no rigid connection between these points.
  • corresponding connections between these two elements that is to say head bolts on the double T-beam, should only be present in the end sections of the double-T beam, so that in the remaining area, ie over more than 70% of the length of the T-beam, there is no fixed connection between the beam and the concrete slab.
  • the distance between the points of the elements to be rigidly connected to one another can be selected. This distance can then be chosen so that the natural frequency of the third element differs significantly from the typically occurring load frequency and the natural frequency of the basic element.
  • the natural frequency of the basic element should also be spaced from any harmonics of the basic frequency of the third element.
  • a further embodiment of the invention thereby contributes to a further improvement and optimization of the vibration behavior in that a third element is provided, the mass of which is at least 3% of the mass of the first element which can be subjected to tension and that this third element is at least partially loaded by pressure Elastomer springs are suspended on the first or second element or are mounted on one of these elements.
  • a third element is suspended from the lower flange of a steel girder via elastomer blocks that are only subjected to shear
  • elastomer blocks and the corresponding third elements are arranged in such a way that the elastomer elements are at least partially on Pressure.
  • the mass of such a third element is at least 3% and preferably between 4 and 10% of the mass of the first element subjected to tension, the latter being generally a double-T steel girder, on the top of which or a flange is supported by a reinforced concrete slab.
  • the third element is designed as a compact, block-shaped absorber mass, the term “absorber mass” being intended to express that vibrations are absorbed or “wiped out” by this mass.
  • this absorber mass is provided in a recess in the chamber concrete of a double-T beam, which is the first element that can be subjected to tension.
  • This block is movable in its recess relative to the chamber concrete and is mounted on elastomer springs in the recess. It is understood that the block in the recess in question must have some play in order to be able to move relative to the beam and the rest of the chamber concrete in order to absorb vibrations.
  • the absorber mass or the block of absorber mass is designed so that it almost completely covers the web of a corresponding double-T beam in the region of the recess and so the effect as Retains fire protection for the steel beam.
  • the inserted block, which forms the absorber mass is preferably also made of concrete.
  • the fire protection is not formed by the chamber concrete and the concrete damper mass only serves to reduce the vibrations.
  • an undervoltage suspended from the lower chord of a double-T steel girder which forms or carries the absorber mass.
  • this undervoltage has a tension band, which is trapezoidal and thus partially stretched parallel to the lower flange, two rod-shaped parts that attach to the ends of the short parallel trapezoidal side and can be subjected to pressure and hold the tension band apart from the lower flange.
  • the rod-shaped parts in question can be strips, rods, rods or even plate-shaped elements.
  • the tension band expediently consists of a steel part, preferably a flat steel element or round steel element.
  • a damper mass is arranged on the undervoltage or on the tension band section running parallel to the bottom flange, whereby the tension band itself can also be correspondingly solid and can serve as a damper mass.
  • This absorber mass is additionally fastened to rod-shaped or strip-shaped elements which extend to the lower chord of the double-T support and, if appropriate, through bores in it, so that the absorber mass is attached to the double-T support with the aid of these rods and via interposed elastomer springs is hung.
  • the suspension can also be arranged on a chamber concrete that may be provided on the double-T beam.
  • the chamber concrete can be sectioned into an upper and a lower section Bearing block be divided, the tensile rods, which carry the absorber mass, are attached to the upper bearing block, the lower bearing block z. B. rests on the lower flange of the double-T beam and elastomer springs are arranged in a gap or space between the upper and lower bearing blocks.
  • An embodiment of the invention is particularly preferred in which two sections of a gap between the upper and the lower bearing block extend in a V-shape relative to one another, the elastomer spring elements being arranged in these relatively inclined sections.
  • the rubbing intermediate layers are e.g. formed from two stainless steel plates, the adjacent surfaces of which are roughened and which rub against each other with a certain contact pressure.
  • the contact pressure can be set precisely in any application by means of a prestressed screw connection, the screw length and the screw diameter being determined in such a way that permissible bending stresses occur in the screw during the horizontal displacement generated.
  • the rubbing layers can also consist of plastic plates, the surfaces of which are roughened.
  • the friction surfaces are made of synthetic resin coatings in which fine quartz sand is sprinkled.
  • FIG. 1 A longitudinal section can be seen in FIG. 1 in the left partial image and a cross section in the right partial image through a composite girder which essentially consists of a double T-girder 1 made of steel and a concrete plate 2 lying thereon and firmly connected to the upper chord 3.
  • the double-T beam 1 consists of an upper flange 3 (also called an upper flange), a web 4 and a lower flange 5 (lower flange).
  • an upper flange 3 also called an upper flange
  • a web 4 As can be seen in the longitudinal section, the two end sections of the upper chord 3 are provided with a plurality of head bolts 6, which are intended to ensure firm anchoring of the concrete slab 2 on the upper chord 3 or on the double-T beam.
  • FIG. 2 shows forces and moment distributions as well as horizontal displacements between areas of the double-T beam 1 and the concrete slab 2 in the partial images a to f.
  • the normal force curve of the concrete pressure slab over the length of the beam is plotted in the vertical direction in FIG. 2a.
  • the concrete slab 2 is under a constant compressive stress, which is conventionally marked with a negative sign.
  • the torque line can be seen below this in FIG. 2b of the double-T beam, initially without considering the coupling to the concrete slab, but with an assumed uniform load from above.
  • the bending moment that occurs is positive according to the usual conventions, but is applied downwards. This essentially results in a parabolic shape for the moment line with an apex in the middle between the two support points 7.
  • FIG. 2d The total torque line, which results from the superimposition of the bending moment line according to FIG. 2b and from the coupling to the concrete pressure plate 2, is shown in FIG. 2d.
  • Figure 2e shows the normal force line of the steel girder which is subjected to tensile stress for reasons of equilibrium with the concrete compressive force.
  • the concrete slab 2 is under a constant compressive stress over its entire length, so that along the entire length of the underside, points separated by a certain distance from each other due to the compressive stress approach each other by the same fixed amount. Since the top flange 3 and the concrete slab 2 are not rigidly connected to one another in the area between the head bolts, the comparison of the movement of points on the top of the top flange 3 and the underside of the concrete pressure plate 2 necessarily means that relative movements between these abutting surfaces must occur, which accordingly also cause friction.
  • the amount of the relative displacement over the length of the carrier is plotted schematically in FIG. 2g. It can be seen that only relatively slight relative movements occur at the edges and in the middle, while the curve of the relative movement runs over a maximum at points in between. This maximum should be at least in the order of a few tenths of a millimeter in order to be able to dissipate sufficient energy for effective damping.
  • FIG. 3 Another embodiment of the invention can be seen in FIG. 3, which can be implemented instead of the embodiment according to FIG. 1, but optionally also in connection with the first-mentioned embodiment.
  • the cavities of the double-T beam 1 are filled with chamber concrete 16.
  • This chamber concrete 16 is in turn only connected to the web 4 at the two end regions of the double-T beam 1 via head bolts.
  • a tension band is specified in the form of the reinforcement elements 8, which is anchored in the concrete at the ends and in the area of the headed bolts 9. With this configuration, too, there is friction in the intermediate areas between chamber concrete 16 and the web 4 and / or the upper flange 3 and the lower flange 5.
  • FIG. 4 Another embodiment of the invention is shown in FIG. 4.
  • an additional lower base plate 10 is fastened to the lower flange 5 as the third element.
  • a fixed connection 11, for example by welding, is in turn only at the ends of the base plate 10 and the lower flange 5. Relative displacements are possible in the intermediate areas, with clamping screws 12 ensuring that the two elements 10, 5 definitely remain in frictional engagement with one another.
  • FIG. 5 A variant of this embodiment is shown in FIG. 5, a distance between the base plate 10 and the lower flange 5 being deliberately created via the connection 11 between the base plate 10 and the lower flange 5, so that a gap or gap 15 is created.
  • Different damping elements can be inserted into this gap, for example a hose which is filled with a viscous material, a gel or the like.
  • elastomer blocks 18 can be fastened on both sides of the lower flange 5 on this and on the base plate 10, which absorb shear forces in the event of a relative displacement between the lower flange 5 and the base plate.
  • elastomer blocks in this arrangement have a particularly good damping effect when subjected to shear forces.
  • Figure 5a shows the lower part of a composite beam in section. One can still see the web 4 and the lower flange 5 from the double-T support.
  • Two elastomer blocks 18 are fastened to the side of the lower flange 5 and are each firmly connected to a (steel) rail 19 on their sides facing away from the lower flange 5, which in turn are connected are welded onto the base plate 10. In this case, this is wider than the lower chord 5 lying above and, such as. B. in Figure 4 or 5, firmly connected at its end portions to the lower flange 5.
  • the elastomer blocks 18 and the rails 19 extend essentially over the entire length of the base plate, but at least along those areas where the strongest relative movements occur between the base plate 10 and the lower flange 5.
  • clamping screws 12 are also provided, with the aid of which, according to FIG. 4, the base plate 10 is to be pressed more firmly onto the lower flange 5 in order to make the frictional forces correspondingly large.
  • clamping screws are expediently arranged precisely where the strongest relative movements occur between the lower flange 5 and the base plate 10.
  • the base plate 10 is freely tensioned there and can oscillate like a string.
  • the clamping screws 14 are primarily intended to increase the natural frequency of the oscillatable base plate 10.
  • any vibrations or vibration excitations that may occur are strongly damped, so that the carrier never gets into dangerous resonance vibrations that exceed the load limit with all practically occurring loads.
  • the carrier can therefore be selected more easily and with a smaller profile cross-section than is possible due to the safety design based on conventional criteria.
  • a composite beam can be seen in FIG. 6 in a side view or in a longitudinal section, which consists of a double-T steel beam 1 and a concrete slab 2 fastened thereon.
  • the two ends of the carrier 1 rest on supports 7.
  • the connection between the steel girder 1 and the concrete slab 1 takes place, as in the previous embodiments, in the vicinity of the support area by means of head bolts which protrude into the concrete and are welded to the upper flange of the steel girder.
  • a trapezoidal tension band 21 is fastened with its two ends in the vicinity of the support points 7.
  • Two rigid rods, plates or webs 22 tension the tension band 21 downward into the trapezoid shape mentioned.
  • the tension band can consist of a plate or band-shaped steel element. In the central area, in which the tension band 21 would otherwise sag between the two end points of the short trapezoidal side, it is suspended from the lower flange 5 of the steel beam 1 via rods or plates 23 and interposed elastomer springs 27.
  • the tension band 21 can make relative movements to the steel beam 1 in the central region freely tensioned between the bars 22, it being important to ensure that the natural frequency of the tension band thus arranged is clearly different from that of the tension band 21 the natural frequency of the composite beam consisting of steel beam 1 and concrete slab 2 differs.
  • this leads to relative movements between the tension band 21 and the lower flange 5 of the steel girder 1 or with respect to the entire steel girder 1, the interposed elastomer springs 27 absorbing corresponding forces and absorbing energy.
  • FIG. 7 A preferred possibility of suspending the tension band 21 in the central region between the bars 22 can be seen in the cross section according to FIG. 7.
  • this bearing block 25 consisting of two separate sections May, which are provided on each side of the web, but on the other hand, recesses can also be provided in the web, through which at least in sections a connection can be made between the bearing block parts 25 arranged on both sides of the web 4.
  • the lower bearing block 25 has two walls that slope down in a V-shape relative to one another and can also be connected to one another by a horizontal lower section.
  • the upper bracket 26 is complementary to this, so it has a trapezoidal shape in cross-section with two V-shaped outer walls extending relative to each other, which have the same slope as the V-shaped inner walls of the lower bracket 25, where that both bearing blocks 25, 26 complementary to each other fit. If the bearing block 26 is raised relative to the bearing block 25, there are corresponding gaps between the inclined outer walls, in which elastomer springs 27 or elastomer blocks are arranged.
  • the rods or web plates 23, on which in turn the absorber mass or the tension band 21 are attached, are connected to the upper bearing block 26 via rods 28 and possibly also cross struts.
  • FIG. 1 Another variant of a vibration damping system according to the present invention is shown in FIG.
  • the composite beam can again be seen in a longitudinal side view on two supports 7, while the right part is one Cross section through the composite beam in the region of the springs 27 of a vibration damper block 30 shows.
  • the composite beam 1 according to FIG. 8 consists of the upper concrete slab 2 and a double-T steel beam 1.
  • the connection between these two elements is carried out in the same way as in the previously described embodiments.
  • the spaces defined between the upper chord 3, lower chord 5 and web 4 are filled with so-called "chamber concrete" 32, which is also provided with reinforcement 8.
  • This chamber concrete 32 on the one hand forms an optical cladding of the steel girder 1, but primarily serves to protect the steel girder 1, in particular in the event of a fire. If steel girders are exposed to direct flames or intense heat in the event of a fire, they can quickly lose their strength due to the high temperatures that may occur, so that the composite girder then breaks as a whole under the existing load.
  • the clearances defined by the girder are filled with chamber concrete 32, which then counteracts at least the web of the girder for a certain time Protects heat, so that such a protected composite beam withstands heat in the event of fire for a long time without giving in under the existing load.
  • a recess is provided in the chamber concrete, in which a block 30 serving as an absorber mass is mounted on elastomer springs 27.
  • the recess and the block 30 are designed so that the block 30 essentially fills the recess, but small gaps remain all around so that the block 30 supported on the elastomer springs 27 can move relative to the rest of the chamber concrete 32 and the steel beam 1. Similar to the previously described embodiment, the possibly occurring vibrations of the system are then damped by relative movements between the block 30 and the rest of the system due to the coupling by the elastomer springs 27.
  • the block 30 is adapted to the shape of the corresponding recess, it takes over the function of the chamber concrete 32 as flame or fire protection in this area. It is particularly expedient if the block 30 is also made of concrete. The edge of the recess can be used to further improve protection against the effects of heat in this area also be provided with gradations, and the block 30 then has corresponding projections, so that block 30 and chamber concrete 32 overlap one another in the region of the joints, so that the joints 31 are completely covered.
  • the springs 27 consist of plates or blocks of an elastomeric material, but of course such elastomer springs can also be replaced by other damped spring systems, for example by a combination of normal steel springs with shock absorbers, by hydraulic multi-chamber systems, in which relative movements cause an outward movement. and flow of a liquid is forced by a bottleneck etc.
  • FIG. 9 shows a section of a cross section through the steel beam 1 which can be subjected to tensile stress and an adjacent second or third element 3 which can be subjected to pressure, which in an area in which the parts 1, 2 are in principle displaceable by small distances, but by a Tensioning screw 12 are held together, which presses together a pair of roughened steel plates 34 via a load distribution plate 33, one plate of which is firmly connected to the first element and the other plate to the second element.
  • Appropriate pretensioning of the tensioning screw 12 means that a relatively well definable frictional force is required in order to shift the abutting roughened friction surfaces of the steel plates 34 against one another, the tensioning screw 12 being designed to absorb a bending stress occurring during this displacement, and in particular the screw 12 is accommodated with play through corresponding bores at least in the steel plates 34 and the load distribution plate 33 and / or an upper flange of the element 1.
  • a special sliding layer 35 is provided, which e.g. consists of slide films or a good lubricious paint, so that the roughened plates 34 contribute almost exclusively to the force required to move the elements 1 and 2 against each other in this area.
  • These plates 34 can of course also consist of a material other than steel and can in particular also be plastic plates.
  • the plates 34 can also be replaced with a synthetic resin paint, e.g. Quartz sand is added.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Composite Materials (AREA)
  • Vibration Prevention Devices (AREA)
  • Bridges Or Land Bridges (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)
  • Springs (AREA)
  • Laminated Bodies (AREA)
EP95110313A 1994-07-18 1995-07-02 Poutre mixte à vibration amortie Expired - Lifetime EP0693600B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE4425310A DE4425310A1 (de) 1994-07-18 1994-07-18 Schwingungsarmer Verbundträger
DE4425310 1994-07-18

Publications (2)

Publication Number Publication Date
EP0693600A1 true EP0693600A1 (fr) 1996-01-24
EP0693600B1 EP0693600B1 (fr) 2001-02-07

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EP95110313A Expired - Lifetime EP0693600B1 (fr) 1994-07-18 1995-07-02 Poutre mixte à vibration amortie

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EP (1) EP0693600B1 (fr)
AT (1) ATE199104T1 (fr)
DE (2) DE4425310A1 (fr)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108867345A (zh) * 2018-09-11 2018-11-23 中建五局土木工程有限公司 一种节省城市桥梁下空间的钢桥梁隐形盖梁结构及其施工方法
DE102019112608A1 (de) * 2019-05-14 2020-11-19 Max Bögl Stiftung & Co. Kg Betonfertigteilplatte und Verbundbauteil mit einer Betonfertigteilplatte

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE10125741A1 (de) * 2001-05-25 2002-11-28 Gernot Wolperding Schwingungsgedämpftes Trägersystem sowie Verfahren zur Schwingungsdämpfung
CN111058569B (zh) * 2019-12-27 2021-09-10 西安理工大学 一种多钢梁-混凝土组合超扁梁及扁梁的施工方法

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FR1544207A (fr) * 1967-09-22 1968-10-31 Poutre métallique composite, à précontrainte
FR2128569A1 (fr) 1971-03-05 1972-10-20 Raaber Norbert
BE795916A (fr) 1973-02-26 1973-06-18 Noel Albert D G Elements de construction mixtes 'acier-beton'
DE2206140A1 (de) 1972-02-09 1973-08-30 Preflex Verbundtraeger Gmbh Verbundtraeger
DE2241327A1 (de) 1972-08-23 1974-02-28 Irnfried Dipl Ing Brendel Verstaerkter traeger aus stahl und/oder beton
DE2455993A1 (de) * 1974-11-27 1976-08-12 Karlheinz Prof Dr Ing Roik Verfahren zum vorspannen von verbundtraegern mit nachtraeglichem verbund, insbesondere brueckentraegern
GB2001381A (en) * 1977-07-12 1979-01-31 Arbed Composite beams
US4343123A (en) * 1979-07-16 1982-08-10 Roosseno Soerjohadikusumo Composite bridge with precompression system
FR2627526A1 (fr) * 1988-02-19 1989-08-25 Roret Jean Procede de fabrication d'une structure mixte beton-metal et structure ainsi obtenue

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DE3006010A1 (de) * 1980-02-18 1981-08-20 Oskar Dipl.-Ing. Dr.rer.nat. 8000 München Bschorr Daempfung von bauwerken
JP2536924B2 (ja) * 1988-05-06 1996-09-25 住友ゴム工業株式会社 免震支承

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Publication number Priority date Publication date Assignee Title
FR1018618A (fr) * 1950-02-08 1953-01-09 Construction composée
US2809074A (en) * 1953-05-05 1957-10-08 Mcdonald James Leonard Structural beam with fire extinguisher
US3260024A (en) * 1962-05-02 1966-07-12 Greulich Gerald Gregory Prestressed girder
FR1544207A (fr) * 1967-09-22 1968-10-31 Poutre métallique composite, à précontrainte
FR2128569A1 (fr) 1971-03-05 1972-10-20 Raaber Norbert
DE2206140A1 (de) 1972-02-09 1973-08-30 Preflex Verbundtraeger Gmbh Verbundtraeger
DE2241327A1 (de) 1972-08-23 1974-02-28 Irnfried Dipl Ing Brendel Verstaerkter traeger aus stahl und/oder beton
BE795916A (fr) 1973-02-26 1973-06-18 Noel Albert D G Elements de construction mixtes 'acier-beton'
DE2455993A1 (de) * 1974-11-27 1976-08-12 Karlheinz Prof Dr Ing Roik Verfahren zum vorspannen von verbundtraegern mit nachtraeglichem verbund, insbesondere brueckentraegern
GB2001381A (en) * 1977-07-12 1979-01-31 Arbed Composite beams
US4343123A (en) * 1979-07-16 1982-08-10 Roosseno Soerjohadikusumo Composite bridge with precompression system
FR2627526A1 (fr) * 1988-02-19 1989-08-25 Roret Jean Procede de fabrication d'une structure mixte beton-metal et structure ainsi obtenue

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108867345A (zh) * 2018-09-11 2018-11-23 中建五局土木工程有限公司 一种节省城市桥梁下空间的钢桥梁隐形盖梁结构及其施工方法
CN108867345B (zh) * 2018-09-11 2023-12-29 中建五局土木工程有限公司 一种节省城市桥梁下空间的钢桥梁隐形盖梁结构及其施工方法
DE102019112608A1 (de) * 2019-05-14 2020-11-19 Max Bögl Stiftung & Co. Kg Betonfertigteilplatte und Verbundbauteil mit einer Betonfertigteilplatte

Also Published As

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DE59509009D1 (de) 2001-03-15
EP0693600B1 (fr) 2001-02-07
ATE199104T1 (de) 2001-02-15
DE4425310A1 (de) 1996-02-22

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