EP1869264B1 - Systeme de treillis de poutres pour constructions en treillis - Google Patents
Systeme de treillis de poutres pour constructions en treillis Download PDFInfo
- Publication number
- EP1869264B1 EP1869264B1 EP06743294A EP06743294A EP1869264B1 EP 1869264 B1 EP1869264 B1 EP 1869264B1 EP 06743294 A EP06743294 A EP 06743294A EP 06743294 A EP06743294 A EP 06743294A EP 1869264 B1 EP1869264 B1 EP 1869264B1
- Authority
- EP
- European Patent Office
- Prior art keywords
- elements
- grid system
- framework
- girder grid
- girder
- 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.)
- Not-in-force
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/22—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material with parts being prestressed
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
- E04B5/14—Load-carrying floor structures formed substantially of prefabricated units with beams or girders laid in two directions
Definitions
- the present invention relates to a truss girder grid system with individual truss elements made of concrete, with a top chord and a bottom chord and diagonals as oblique pressure and / or tension bars or with a disc between upper and lower chord, the truss elements spatially in the form of a Carrier rust are arranged together.
- Truss frame systems according to the invention are used as roofs or ceiling systems, often also in combination with suitable ceiling panels.
- the individual truss elements are made separately and then firmly connected. The connection often happens by means of complicated node pieces, which provide a firm connection between the individual truss elements. Often also additional tensioning cables are used, which are guided by supports and thereby hold the individual truss elements or relieve the node pieces.
- the disadvantage here is a very costly design of the node pieces and an additional space required for suspending the individual truss elements.
- the achievable spans are also relatively low, so that a variety of supports or suspensions is required to hold the carrier grid system.
- FR 1560631 A discloses a support grid system according to the preamble of claim 1.
- Task is therefore to provide a truss girder system, which is composed of several truss elements and is very easy to manufacture and assemble.
- At least one biasing element is arranged in the upper and lower flange of the truss elements.
- the biasing elements extend through at least two truss elements and are biased so that occurring shear forces between the truss elements can be transmitted by overpressing the joint between the truss elements (1).
- the truss elements are individually connected to each other at the contact surfaces, for example by screws. They hold alone by the biasing elements, which press the two truss elements together.
- the truss elements can thereby be supported at their ends, without they move to their contact surfaces or the system sags inadmissible. In this way, many individual truss elements can be connected to each other, without support posts or suspensions are required at each junction.
- the items made of concrete are spatially strung together and clamped together by a subsequently introduced bias.
- the subsequent pretensioning of the upper and lower straps in both directions ensures the load capacity of the spatial system.
- the degree of bias is chosen so high that the shear forces can be transmitted in the overpressed joints. Due to the resulting spatial bearing effect, it is possible to subsequently offset the supports of the support system.
- the supports can be arranged in particular at the nodes of the support grate.
- the truss elements are arranged linearly one behind the other or in the nodes also branched. At the junctions, two, three or four truss elements meet. At a corresponding Training the node and leadership of the biasing elements, but it is also possible to juxtapose several truss elements.
- the dimensioning of the individual cross-sections and component dimensions is to be determined by a specially prepared static so that all occurring forces and load conditions are removed.
- the individual elements are made of concrete, for example in accordance with DIN 1045-1 - DIN 1045-4.
- a node piece is arranged.
- the truss elements consist of identical parts.
- the node pieces allow a branch of the truss elements to form a carrier grid.
- the node piece offers a contact surface for each truss element to be arranged and thus enables a defined arrangement of the individual truss elements together with the interposition of the node piece.
- knot pieces for corners of the carrier grate with two arranged truss elements, knot pieces for edge regions be provided with contact surfaces for three truss elements and node pieces for inner regions with contact surfaces for four or each for more truss elements.
- the biasing elements pass through at least one node piece.
- the contact pressure of the adjacent truss elements to the node piece can hereby be done very effectively by the subsequent tensioning of the biasing elements.
- clamping devices are provided at the ends of the carrier grid or at node pieces, which are arranged at the edge of the truss grid system. These clamping devices can fix, for example with wedges, the prestressed prestressing element.
- a biasing elements are particularly steel cables or threaded rods, which are arranged through the upper and lower flange of the aligned truss elements through.
- biasing elements made of carbon fiber or other materials can be used advantageously.
- cladding tubes or recesses are arranged in the upper and lower flange of the truss elements. Through these cladding tubes or recesses, the biasing elements are guided and allow the compression of the individual truss elements, optionally with interposed node pieces.
- each node piece is advantageously designed as support posts or from a support post supported. With a corresponding design of the system, it is not necessary that each node piece is also a support. Depending on the preload and design of the truss elements and node pieces, large spans can be bridged without support posts.
- the biasing force can be less than if no profiling is provided.
- the profiling is advantageously made very precise and the profiling has positive and negative shape elements which interlock and thus form a kind of teeth.
- the truss element has edge posts at its ends, this produces a very stable truss element which forms a defined contact surface and thus creates a firm and stable connection of the individual truss elements directly or indirectly with the interposition of knots.
- a truss element advantageously consists of a top flange, bottom flange, edge posts and diagonals.
- the diagonals of a truss element can be variably arranged. This means that the diagonals can be arranged as oblique tensile and pressure diagonals, as printed diagonals with vertical tension posts or as tension diagonals with vertical pressure posts. Depending on the field of application and required carrying capacity, the respective training may prove advantageous. Instead of the diagonal or post can also be arranged a disc between the upper and lower belt.
- the truss girder system has fewer contact surfaces which must be connected together by means of the pretension elements.
- the system can thereby be made even more stable, but in this way more specialized truss elements are required to form a kit with which almost any support grids can be put together.
- the knot and the support posts may be advantageous to use a steel reinforcement, high strength or ultra high strength concrete or concrete mixed with fibers of steel, plastic or other kind of material. Even self-compacting concrete has proven to be particularly advantageous for a fast and reliable production of the individual components.
- the truss element, the knot or the support post made of lightweight concrete, so especially in the use of lightweight concrete for the truss element even the weight to keep particularly low, whereby the bridged length can be made larger than when using a conventional concrete.
- FIG. 1 shows a perspective plan view of a section of a truss-grid system, which is composed of a plurality of individual truss elements 1.
- the individual truss elements 1 are connected to each other by means of knot pieces 2.
- supports 10 are provided, which are arranged below a node piece 2 or have integrated a corresponding node piece 2.
- the supports 10 are arranged at long intervals, ie only after every fifth truss element 1 again follows a support 10.
- the large spans of the truss girder system are caused by the bias, which run in Obergurt and Untergut the respective truss elements 1.
- the supports 10 can also be a suspension of the framework-carrier grid system carried by a not shown higher arranged support system.
- FIG. 2 a perspective view of a single truss element 1 is shown.
- the truss element 1 consists of a top flange 3 and a bottom flange 4 and two edge posts 5 and a plurality of diagonals 6.
- In the upper flange 3 and the lower flange 4 each have two biasing elements 7 and 8.
- the biasing elements 7 and 8 extend in a line through the mutually aligned truss elements 1 of the truss girder system according to FIG. 1 ,
- the individual truss elements 1 are pressed against each other or pressed against the node pieces 2. This creates a stable support grid system, which can be stretched by overpressing the thrust forces occurring over extremely high spans.
- the diagonals 6 are shown here by way of example as oblique pressure and Buchdiagonalen. But they can also be designed so that they work together as a draw or Druckdiagonalen in conjunction with vertical tension or pressure posts in a known manner.
- FIG. 2 illustrated tubular openings in which the biasing elements are guided, can also be provided that recesses in the upper chords 3 and lower chords 4 are arranged, in which the biasing elements 7 and 8 extend. It is essential that a compressive force can be exerted on the end faces of the truss element 1, whereby the thrust forces between the truss elements or the truss elements and the knot pieces can be transmitted by overpressing the joint between the truss elements 1.
- FIG. 3 a section of a junction in perspective view is shown.
- Four truss elements abut on contact surfaces 9 with their end faces against a node piece 2.
- the four truss elements 1 Connected are the four truss elements 1 with the biasing elements 7 in the upper chords 3 and the biasing elements 8 in the lower chords 4.
- Each two biasing elements 7 and 8 extend in the upper chords 3 and the lower chords 4 in one direction. Orthogonal thereto extend two further biasing elements 7 and 8 to a compound of the other two truss elements 1, which to curse each other, to create. If a biasing force is introduced into the biasing elements 7 and 8, the truss elements 1 are pressed against the node piece 2 and thus cause a stable structure.
- the node piece 2 can be supported by means of a support 10, if necessary, to support the truss girder system.
- FIG. 4 shows a schematic diagram of a profiling 11 an end face of the truss element 1.
- the profiling is in addition to the biasing force contributed to the fact that the transmission of shear forces of the truss-grid system is reliable.
- a corresponding corresponding profiling is provided on the contact surfaces 9 of the node piece 2.
- the profiling is in the form of positively and negatively emerging from the contact surface 9 elevations or depressions.
- the profiling 11 can be done in a clear shape, but also in a kind of micro-profiling. It is essential that the biasing force which press the truss elements 1 against each other or against the node piece 2 is supported. By profiling 11 can also be done in addition some stabilization in the lateral direction of the truss element 1.
- the individual truss elements 1 and 2 knot pieces After juxtaposing the individual truss elements 1 and 2 knot pieces, the individual components are clamped together by a subsequently introduced bias in the upper flange 3 and lower flange 4. The entire system is sustainable after toughening. Finally, the truss girder system can be assembled as an overall system, i. For example, be placed on the supports 10.
- the present invention is not limited to the illustrated embodiments.
- the tensioning of the biasing elements 7 and 8 takes place with a known clamping device, which is usually arranged at the respective end of a series of truss elements and knot pieces.
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Electromagnetism (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Rod-Shaped Construction Members (AREA)
- Forms Removed On Construction Sites Or Auxiliary Members Thereof (AREA)
- Physical Or Chemical Processes And Apparatus (AREA)
- Polymerisation Methods In General (AREA)
- Coating Apparatus (AREA)
- Bridges Or Land Bridges (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Claims (16)
- Système de treillis de poutres avec des éléments individuels (1) en béton;- avec des éléments de précontrainte (7, 8), qui s'étendent à travers au moins deux éléments et sont précontraints de telle manière que les efforts de cisaillement générés puissent être transmis entre les éléments par surcompression du joint entre les éléments.- et une ferrure nodale (2) prévue entre les éléments, à travers laquelle s'étendent les éléments de précontrainte (7, 8),caractérisé en ce que- les éléments sont des éléments de charpente (1) avec une membrure supérieure (3) et une membrure inférieure (4), ainsi que des diagonales (6) comme barres comprimées et/ou tendues inclinées ou avec un disque entre les membrures supérieure et inférieure (3, 4),- les éléments de charpente (1) sont disposés les uns aux autres dans l'espace sous la forme d'un treillis de poutres,- un élément de précontrainte (7, 8) au moins est disposé respectivement dans les membrures supérieure et inférieure (3, 4),- les éléments de charpente (1) du treillis de poutres sont des pièces communes,- les éléments de précontrainte (7, 8) des membrures supérieure et inférieure (3, 4) sont montés l'un à côté de l'autre à une ferrure nodale (2) connectant des éléments de charpente (1) identiques se croisant, sachant que dans les éléments de charpente (1) identiques se croisant, les membrures supérieures (3) sont disposées au-dessus des membrures inférieures (4), et- il est prévu à une face de contact (9) de l'élément de charpente (1), vers la ferrure nodale (2), des profilages correspondants (11) avec des éléments moulés positifs et négatifs, lesquels s'imbriquent les uns avec les autres et constituent ainsi une sorte d'engrènement.
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que les éléments de précontrainte (7, 8) sont précontraints à au moins une extrémité du système de treillis de poutres.
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que des tubes de gainage ou des évidements sont disposés dans la membrure supérieure et la membrure inférieure (3) pour l'encastrement ultérieur des éléments de précontrainte (7, 8).
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que des ferrures nodales individuelles (2) se présentent sous la forme de montants porteurs (10) ou sont soutenus par un montant porteur (10) en vue de l'absorption des charges du système de treillis de poutres de charpente.
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que le profilage réalise une stabilisation dans le sens latéral de l'élément de charpente (1).
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que le profilage présente un modelage précis ou une sorte de micro-profilage.
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce qu'un joint particulièrement profilé avec scellement local est disposé dans les faces de contact (9), entre les éléments de charpente (1) et les ferrures nodales (2) ou les montants porteurs (10).
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que l'élément de charpente (1) présente des montants périmétriques (5) en ses extrémités.
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que les diagonales (6) sont conçues sous la forme de diagonales comprimées avec montants tendus verticaux.
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que les diagonales (6) sont conçues sous la forme de diagonales tendues avec montants comprimés verticaux.
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que plusieurs éléments de charpente (1) et/ou un élément de charpente (1) avec une ferrure nodale (2) se présente(nt) sous une forme monolithique.
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que l'élément de charpente (1) et/ou la ferrure nodale (2) et/ou le montant porteur (10) comporte(nt) une armature acier ou un ferraillage acier.
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que l'élément de charpente (1) et/ou la ferrure nodale (2) et/ou le montant porteur (10) est/sont réalisé(s) en béton à haute ou ultrahaute rigidité.
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que l'élément de charpente (1) et/ou la ferrure nodale (2) et/ou le montant porteur (10) est/sont réalisé(s) en béton mélangé à des fibres en acier, matière synthétique ou matériau d'un type différent.
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que l'élément de charpente (1) et/ou la ferrure nodale (2) et/ou le montant porteur (10) est/sont réalisé(s) en béton auto-compactant.
- Système de treillis de poutres selon l'une quelconque des revendications précédentes, caractérisé en ce que l'élément de charpente (1) et/ou la ferrure nodale (2) et/ou le montant porteur (10) est/sont réalisé(s) en béton léger.
Applications Claiming Priority (2)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
DE102005017366A DE102005017366A1 (de) | 2005-04-14 | 2005-04-14 | Fachwerk-Trägerrost-System |
PCT/EP2006/061572 WO2006108867A1 (fr) | 2005-04-14 | 2006-04-13 | Systeme de treillis de poutres pour constructions en treillis |
Publications (2)
Publication Number | Publication Date |
---|---|
EP1869264A1 EP1869264A1 (fr) | 2007-12-26 |
EP1869264B1 true EP1869264B1 (fr) | 2011-04-13 |
Family
ID=36658921
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
EP06743294A Not-in-force EP1869264B1 (fr) | 2005-04-14 | 2006-04-13 | Systeme de treillis de poutres pour constructions en treillis |
Country Status (4)
Country | Link |
---|---|
EP (1) | EP1869264B1 (fr) |
AT (1) | ATE505602T1 (fr) |
DE (2) | DE102005017366A1 (fr) |
WO (1) | WO2006108867A1 (fr) |
Families Citing this family (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE102007037436A1 (de) * | 2007-08-08 | 2009-02-12 | MAX BÖGL Fertigteilwerke GmbH & Co. KG | Brandwand oder Komplextrennwand aus mehreren gleichartigen Wandelementen |
CN102888930A (zh) * | 2011-07-18 | 2013-01-23 | 湖南邱则有专利战略策划有限公司 | 装配式空腹网格板楼盖 |
CN107035044A (zh) * | 2017-05-19 | 2017-08-11 | 易筑集合(北京)科技有限公司 | 一种轻钢组合楼盖结构承重体系 |
CN107254917B (zh) * | 2017-07-11 | 2022-08-09 | 浙江东南网架股份有限公司 | 一种超大跨度多阶次预应力钢桁架结构及其施工方法 |
CN110821037A (zh) * | 2019-12-20 | 2020-02-21 | 重庆交通大学 | 带纤维增强复合材料格栅腹板的t形梁和箱形梁 |
Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE861315C (de) * | 1951-10-12 | 1952-12-29 | Gustav Schneider | Hohlstein fuer Decken und Waende |
DE1609806A1 (de) * | 1967-03-08 | 1970-04-30 | Roehle Dipl Ing Friedrich | Verfahren zur Herstellung von Spannbetontraegern |
Family Cites Families (18)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE85165C (fr) * | ||||
FR992377A (fr) * | 1944-06-24 | 1951-10-17 | Plancher rigide en éléments préfabriqués | |
DE975592C (de) * | 1948-04-22 | 1962-02-01 | Dyckerhoff & Widmann Ag | Verfahren zur Herstellung einer Fachwerkbruecke aus Stahlbeton und bewegliches Geruest zur Durchfuehrung des Verfahrens |
DE921283C (de) * | 1948-10-02 | 1954-12-13 | Adolf Dr-Ing Koch | Bauelement, insbesondere aus Stahlbeton, oder Bauhilfselement aus anderem Werkstoff mit biege-, scher- und torsionsfester Stossverbindung |
DE869976C (de) * | 1948-10-02 | 1953-03-09 | Gollnow U Sohn J | Fachwerktraeger, insbesondere fuer Brueckenkonstruktionen, und Verfahren zu deren Montage |
DE911329C (de) * | 1951-09-26 | 1954-05-13 | Max Gessner Dipl Ing Dipl Ing | Fachwerktraeger mit Gurten aus Stahlbeton |
US2925727A (en) * | 1954-08-11 | 1960-02-23 | Gilbert Ash Ltd | Prestressed concrete floor, roof and like structures |
DE1193225B (de) * | 1956-03-17 | 1965-05-20 | Dyckerhoff & Widmann Ag | Stahlbetonfachwerktraeger |
CH367963A (de) * | 1959-01-15 | 1963-03-15 | Ernst Dipl Ing Waelli | Verfahren zur Herstellung einer Trägerrostdecke und nach diesem Verfahren hergestellte Trägerrostdecke |
FR1560631A (fr) * | 1968-02-09 | 1969-03-21 | ||
CH575524A5 (fr) * | 1974-04-18 | 1976-05-14 | Peter Emil | |
DE2600602A1 (de) * | 1975-01-31 | 1976-08-05 | Betschart Anton Peter Dipl Ing | Tragsystem |
DE3114719C2 (de) * | 1981-04-11 | 1983-04-28 | Stahlwerke Peine-Salzgitter Ag, 3150 Peine | Fachwerkträger |
DE3833202C2 (de) * | 1988-09-30 | 1994-04-14 | Dyckerhoff & Widmann Ag | Balkenartiges Tragglied aus Spannbeton |
DE4003207A1 (de) * | 1990-02-03 | 1991-08-08 | Heuer Michael Andree | Fachwerk aus fertigteilen |
DE4026008A1 (de) * | 1990-08-14 | 1992-02-20 | Harald Schmitt | Vorgespannter fertigteilbrueckentraeger aus einzelteilen |
US6920728B2 (en) * | 2002-09-25 | 2005-07-26 | James M. Powers | Column and beam construction and method |
DE20309447U1 (de) * | 2003-06-18 | 2003-09-11 | Wec Turmbau Gmbh | Selbstverdichtender Beton (Conflex) |
-
2005
- 2005-04-14 DE DE102005017366A patent/DE102005017366A1/de not_active Withdrawn
-
2006
- 2006-04-13 WO PCT/EP2006/061572 patent/WO2006108867A1/fr not_active Application Discontinuation
- 2006-04-13 AT AT06743294T patent/ATE505602T1/de active
- 2006-04-13 EP EP06743294A patent/EP1869264B1/fr not_active Not-in-force
- 2006-04-13 DE DE502006009300T patent/DE502006009300D1/de active Active
Patent Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
DE861315C (de) * | 1951-10-12 | 1952-12-29 | Gustav Schneider | Hohlstein fuer Decken und Waende |
DE1609806A1 (de) * | 1967-03-08 | 1970-04-30 | Roehle Dipl Ing Friedrich | Verfahren zur Herstellung von Spannbetontraegern |
Also Published As
Publication number | Publication date |
---|---|
WO2006108867A8 (fr) | 2007-12-21 |
WO2006108867A1 (fr) | 2006-10-19 |
EP1869264A1 (fr) | 2007-12-26 |
DE102005017366A1 (de) | 2006-10-19 |
ATE505602T1 (de) | 2011-04-15 |
DE502006009300D1 (de) | 2011-05-26 |
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