EP2744955A2 - Procédé et dispositif permettant la transition entre une partie de tour en acier et une partie de tour en béton précontraint - Google Patents

Procédé et dispositif permettant la transition entre une partie de tour en acier et une partie de tour en béton précontraint

Info

Publication number
EP2744955A2
EP2744955A2 EP12724559.5A EP12724559A EP2744955A2 EP 2744955 A2 EP2744955 A2 EP 2744955A2 EP 12724559 A EP12724559 A EP 12724559A EP 2744955 A2 EP2744955 A2 EP 2744955A2
Authority
EP
European Patent Office
Prior art keywords
component
tower section
steel
section
tendons
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
EP12724559.5A
Other languages
German (de)
English (en)
Other versions
EP2744955B1 (fr
Inventor
Xiaofeng Tang
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.)
Ed Zueblin AG
Original Assignee
Ed Zueblin AG
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 Ed Zueblin AG filed Critical Ed Zueblin AG
Publication of EP2744955A2 publication Critical patent/EP2744955A2/fr
Application granted granted Critical
Publication of EP2744955B1 publication Critical patent/EP2744955B1/fr
Not-in-force legal-status Critical Current
Anticipated expiration legal-status Critical

Links

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
    • 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
    • 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
    • E04H12/12—Structures made of specified materials of concrete or other stone-like material, with or without internal or external reinforcements, e.g. with metal coverings, with permanent form elements
    • 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

Definitions

  • the present invention relates to a connection between two construction sections of a tower - preferably a tower of a wind turbine - with each other.
  • the coupling point is the transition between a generally prestressed reinforced concrete tower section and the rising steel structure.
  • Wind turbine towers with tower sections made of different materials are also referred to as hybrid towers.
  • the lower section of concrete may consist of prefabricated concrete elements that are joined together, or of a monolithic concrete component.
  • the construction section made of concrete material is often preloaded. This is done by means of tendons freely accessible in the tower interior or by means of tendons, which lie within the concrete cross-section and are cast after preloading. By casting the cavity between the tendon and cladding tube with an alkaline potting the tendon is particularly well protected against corrosion.
  • the position of the tendon in the concrete cross section allows a centric biasing force with respect to the heavy line of the concrete cross section; There are no additional bending loads.
  • the rising tower section made of steel may consist of several tubular tower segments, which are either made in one piece or consist of several joined segments over the circumference of the section. Centric stress conditions also prevail in this steel ring cross section.
  • the upper Tower section made of high-strength, age-resistant plastic - for example, glass fiber amplifier plastic - be made.
  • the patent DE 102 30 273 B3 describes an annular adapter element made of steel, which has bores through which the tendons are guided out of the lower concrete tower section. Above the adapter element, the tendons are anchored, so that there is a firm connection between the adapter element and prestressed concrete. At the upper end of the adapter element is a flange construction, to which the rising steel structure is connected. Due to the design, an offset of the load transfer occurs in the adapter ring, since the tendon anchoring lies outside the rising wall.
  • an annular head beam is arranged at the upper end of the concrete tower segment, through which the free tendons lying in the tower interior are guided and anchored.
  • the rising steel structure has a one-sided flange. Through the head bar extends an inclined bore through which anchoring bolts are guided. These connect steel flange and concrete component and are each fastened with two nuts. This solution allows the replacement of the anchor bolt, but also here creates an offset in the line of action of the vertical forces.
  • DE 10 2004 017 006 A1 describes an anchoring construction, the lower component of which - a steel plate anchored through - is cast in the concrete of the tower shaft or of the foundation.
  • the structure of the construction is symmetrical: in the rising steel component a symmetrical, T-shaped flange is arranged, through which an anchor rod is guided on both sides of the web and fastened with a nut.
  • these can indeed be guided in the concrete cross-section and subsequently potted, however, the final anchoring of the Tendon in concrete cross-section laterally next to the anchorage of the rising steel segment.
  • a widening of the concrete cross section is necessary.
  • an L-shaped, one-sided flange can be formed on the rising steel segment. This is placed on the upper end of the concrete component and anchored directly from the tendon. Because of the high forces occurring and the offset between normal stresses in the steel ring and the load introduction of the preload force, the flange must be made very thick. In addition, it is also necessary in this design for geometric reasons that the concrete cross-section is widened - and that the tendon is warped out of its axis out to the final anchorage out. Due to the curvature of the tendon arise in this construction deflection forces that must also be included in the concrete section.
  • the object of the invention is to provide a transitional structure for a hybrid tower - with an upper tower section made of steel or glass fiber reinforced plastic and a lower section of prestressed concrete - which withstands the high dynamic effects, is compact and economical and the establishment of the Tower simplified.
  • the invention provides a prefabricated annular or ringsegment- shaped component made of steel - or alternatively made of glass fiber reinforced plastic (GRP) - as a transition element.
  • GRP glass fiber reinforced plastic
  • This has in cross section the shape of an inverted Ts with a vertically arranged web, which represents the transition to the rising cross section of the upper tower section.
  • the web In the flange in the ring direction at a defined distance from each other in the middle recessed gene through which the tendons of the prestressed concrete tower section are performed.
  • the web is preferably recessed in rounded form so as to reduce stress concentrations so that the anchor heads of the tendons can be accommodated.
  • the tendons are threaded through the recesses in the component according to the invention.
  • the transition element is aligned in its final position on the upper edge of the reinforced concrete tower section and potted with non-positive grout.
  • push knobs are arranged in an alternative embodiment below the flange, which are introduced into previously prepared depressions in the concrete.
  • the anchor heads are installed and applied a defined biasing force.
  • the anchor heads are fixed, ie the tendons are wedged and the cladding tubes of the tendons filled with - preferably alkaline - injection material.
  • Anchor head attached this can be done demountable, so that a check of the anchor heads in the course of maintenance is possible at any time.
  • the transition element is connected directly to the reinforced concrete shaft. An additional installation for anchoring or attachment of the steel tower section on the prestressed concrete tower section is not necessary.
  • the transition element is ring segment-shaped and having at least one further or, for example, two or three or more, in particular identically shaped, ring-segment-shaped transition components connectable to a closed ring.
  • the interconnected segments together form an annular transition element.
  • Fig. 1 shows schematically a partial view of the tower - preferably the tower of a wind turbine - with the transition point between rising steel tower section 6 and lower prestressed concrete tower section. 7
  • the transitional component 1 according to the invention is shown in detail in the installed state.
  • recesses 3 are arranged accurately to the position of the tendons 8.
  • the web 4 is provided with a recess 5.
  • the flaccid tensioning element 8 is guided in the flange 2 during the assembly of the component 1 by the cutouts 3.
  • the mortar bed 1 1 between component 1 and lower tower section made of concrete 7 with grout 1 1 is filled.
  • the anchor head 10 can be mounted in the recess 5 provided in the web 4:
  • the tendon strands 9 are guided by the anchor head 10 and secured with wedges.
  • the pre-clamping force is applied by means of pressing at the lower end of the tendons.
  • Fig. 3 shows a cross section through the transition point, which lies between two tendons 8.
  • push catches 13 are arranged, which are introduced into previously produced recesses 14 in the concrete and potted with mortar.
  • Fig. 4 shows a cross section through the transition point, which is located directly in the tendon 8. After preloading and securing the tendon strands 9, the cladding tube 12 is pressed. Subsequently, the anchor head - not shown in the drawing - protected against corrosion. LIST OF REFERENCE NUMBERS

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Chemical & Material Sciences (AREA)
  • Materials Engineering (AREA)
  • Wood Science & Technology (AREA)
  • Wind Motors (AREA)
  • Reinforcement Elements For Buildings (AREA)
  • Rod-Shaped Construction Members (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

L'invention concerne un élément de construction (1) en forme de T, de préférence en acier, qui est particulièrement adapté à former la transition entre la partie en béton précontraint (7) d'une tour, de préférence d'une éolienne, et la partie d'élévation de la tour en acier (6) ou en un autre matériau. Selon l'invention, des évidements (3,5) ménagés au centre d'une section transversale en T permettent la traversée, l'ancrage et la précontrainte des éléments de précontrainte (8) de la partie de tour inférieure en béton précontraint (7). L'élément de construction (1) est ainsi ancré sans autres éléments d'ancrage et sans être sollicité par des forces agissant de manière excentrée.
EP12724559.5A 2011-03-14 2012-03-08 Procédé et dispositif permettant la transition entre une partie de tour montante et une partie de tour en béton précontraint Not-in-force EP2744955B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE102011001250A DE102011001250A1 (de) 2011-03-14 2011-03-14 Vorrichtung und Verfahren für den Übergang zwischen einem Stahlturmabschnitt und einem vorgespannten Betonturmabschnitt
PCT/DE2012/100055 WO2012122976A2 (fr) 2011-03-14 2012-03-08 Procédé et dispositif permettant la transition entre une partie de tour en acier et une partie de tour en béton précontraint

Publications (2)

Publication Number Publication Date
EP2744955A2 true EP2744955A2 (fr) 2014-06-25
EP2744955B1 EP2744955B1 (fr) 2016-01-20

Family

ID=46196969

Family Applications (1)

Application Number Title Priority Date Filing Date
EP12724559.5A Not-in-force EP2744955B1 (fr) 2011-03-14 2012-03-08 Procédé et dispositif permettant la transition entre une partie de tour montante et une partie de tour en béton précontraint

Country Status (3)

Country Link
EP (1) EP2744955B1 (fr)
DE (1) DE102011001250A1 (fr)
WO (1) WO2012122976A2 (fr)

Families Citing this family (16)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP2821565A1 (fr) * 2012-02-28 2015-01-07 MS Enertech S.L. Liaison entre une tour d'éolienne et ses fondations, procédé d'exécution de ladite liaison
DK2738322T3 (en) * 2012-11-29 2016-04-18 Siemens Ag Tower construction
DE102013107059B4 (de) 2013-07-04 2018-12-06 SIAG Industrie GmbH Verfahren zur Herstellung und zum Errichten eines Rohrturmbauwerks
CN104408245B (zh) * 2014-11-20 2017-10-03 哈尔滨工业大学 预应力混凝土结构的承载力设计方法
DE102015115645A1 (de) 2015-09-16 2017-03-16 SIAG Industrie GmbH Verfahren zur Herstellung und zum Errichten eines Rohrturmbauwerks
DE102014118251B4 (de) 2014-12-09 2017-05-04 SIAG Industrie GmbH Verfahren zur Herstellung und zum Errichten eines Rohrturmbauwerks
EP3230539B1 (fr) 2014-12-09 2023-01-11 SIAG Industrie GmbH Procédé pour ériger une construction de tour tubulaire et tour tubulaire
DE102015014458A1 (de) 2015-09-16 2017-03-16 Senvion Gmbh Türkonstruktion für ein Rohrturmbauwerk
DE102015115646A1 (de) 2015-09-16 2017-03-16 SIAG Industrie GmbH Türkonstruktion für ein Rohrturmbauwerk
CN105673354B (zh) * 2016-03-22 2019-01-01 中国电建集团华东勘测设计研究院有限公司 混凝土塔筒和钢塔筒之间的连接结构
CN105909477B (zh) * 2016-04-20 2018-08-14 明阳智慧能源集团股份公司 一种连接钢塔筒和预应力混凝土塔筒的过渡段结构
CN105971827B (zh) * 2016-06-29 2018-06-19 中国航空规划设计研究总院有限公司 用于混凝土筒与钢筒组合塔架的转换环梁及其施工方法
CN109681390B (zh) * 2018-12-26 2020-08-28 北京天杉高科风电科技有限责任公司 风力发电机组、塔架及其基础结构
CN112112767A (zh) * 2020-09-15 2020-12-22 重庆大学 一种用于风电机组钢混塔筒的组合结构转接构造
CN113027692B (zh) * 2021-03-10 2022-05-17 重庆大学 一种用于风电结构的内环预应力装配式uhpc塔筒段
CN113482860A (zh) * 2021-08-27 2021-10-08 北京银泰建构预应力技术股份有限公司 一种用于风电机组的全装配式预应力混凝土塔基

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Publication number Priority date Publication date Assignee Title
DE10230273B3 (de) 2002-07-05 2004-02-12 Institut für Fertigteiltechnik und Fertigbau Weimar e.V. Turm einer Windkraftanlage mit einem unteren Teil aus Spannbeton und einem aufgesetzten Stahlrohr
DE102004017006B4 (de) 2004-04-02 2012-03-29 Aloys Wobben Verfahren zum Errichten eines Turmes
WO2007012201A1 (fr) * 2005-07-25 2007-02-01 The University Of Manitoba Systèmes de tours éoliennes composites et procédés de fabrication
DE102007031065B4 (de) 2007-06-28 2011-05-05 Nordex Energy Gmbh Windenergieanlagenturm
US7694476B2 (en) * 2008-02-29 2010-04-13 Structural Components Llc Systems and methods for in-line base plate termination in monopole structures
US8490337B2 (en) * 2009-06-09 2013-07-23 Thomas Nott Word, III Structural flange connection system and method

Non-Patent Citations (1)

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Also Published As

Publication number Publication date
DE102011001250A1 (de) 2012-09-20
WO2012122976A3 (fr) 2012-11-15
EP2744955B1 (fr) 2016-01-20
WO2012122976A2 (fr) 2012-09-20

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