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WO2018068117A1 - Tour de béton structural et son procédé de montage - Google Patents

Tour de béton structural et son procédé de montage Download PDF

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Publication number
WO2018068117A1
WO2018068117A1 PCT/BR2017/050311 BR2017050311W WO2018068117A1 WO 2018068117 A1 WO2018068117 A1 WO 2018068117A1 BR 2017050311 W BR2017050311 W BR 2017050311W WO 2018068117 A1 WO2018068117 A1 WO 2018068117A1
Authority
WO
WIPO (PCT)
Prior art keywords
tower
segment
tower segment
structural concrete
segments
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.)
Ceased
Application number
PCT/BR2017/050311
Other languages
English (en)
Portuguese (pt)
Inventor
Marcos ONISHI
Cristiano Ferreira De SÁ
Daniel Massashi KAKO
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.)
Protende Sistemas E Metodos De Construcoes Ltda
Original Assignee
Protende Sistemas E Metodos De Construcoes Ltda
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 Protende Sistemas E Metodos De Construcoes Ltda filed Critical Protende Sistemas E Metodos De Construcoes Ltda
Publication of WO2018068117A1 publication Critical patent/WO2018068117A1/fr
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

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
    • 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
    • E04H12/18—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures movable or with movable sections, e.g. rotatable or telescopic
    • E04H12/182—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures movable or with movable sections, e.g. rotatable or telescopic telescopic
    • 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
    • E04H12/22—Sockets or holders for poles or posts
    • 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
    • E04H12/22—Sockets or holders for poles or posts
    • E04H12/2253—Mounting poles or posts to the holder
    • 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
    • E04H12/34—Arrangements for erecting or lowering towers, masts, poles, chimney stacks, or the like
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/70—Wind energy
    • Y02E10/728—Onshore wind turbines

Definitions

  • the present invention relates to wind power generation systems and, more particularly, to wind-powered turbine support towers, said towers being made of structural materials, preferably concrete, according to technical techniques. of civil construction.
  • Wind power generation is based on the use of wind-driven turbines mounted on tower-top nacelles whose heights tend to be higher and higher. Interest in increasing the height of the towers stems from the fact that wind speeds increase with their distance from the ground and that the power generated by wind turbines varies with the wind speed cube. Thus, the currently used towers have heights of 100 meters or more and can be built with concrete structures, metal structures or mixed structures where the highest parts are metal structures.
  • a known technique to circumvent the aforementioned problem is the use of telescopic structures formed by generally cylindrical tower segments of progressively smaller diameters, which are successively lifted by means of devices installed on the segments themselves, such as traction jacks. , hydraulic jacks, pinion and rack assemblies and other equivalents. Given that in constructions subjected to wind, the stresses on their structures grow rapidly with height, the diameter of the tower segments decreases towards the top, from about 10 meters at the base to about 3 meters at the top.
  • WO 2013/083852 and WO 2013/083853 are representative of the known art, the first of which details a known method of mounting telescopic towers.
  • Fig. 1 of the present application based on Fig. 3 of publication WO 2013/083852, shows the set of cylindrical turret segments comprising the smallest diameter segment 2 that will be lifted to the upper position, and the concentric segments 4 , 6 and 8 of successively larger diameters, which occupy intermediate positions in the assembled tower, being segment 10 is the base of the tower, which may be cylindrical in shape or, as illustrated in the figure, comprising a frusto-conical lower portion.
  • said tower segments are formed by joining cylinder sectors which are concentrically mounted on a common base.
  • the smaller diameter inner segment is the first to be assembled, and in sequence, the other segments with successively larger diameters are assembled, with the set as shown in Fig. 1, where the tower segments 2 are assembled. , 4, 6 and 8 are on a common basis
  • Fig. 2 illustrates the general appearance of a representative tower segment, in this case the one referenced as 4 in Fig. 1, where it is observed that the cylindrical body is provided at the lower end with a thickening that forms a protruding ring 4a. The upper end is provided with another thickening 4b forming a recessed ring.
  • tower segment 2 is provided with a lower protruding ring 2a and a recessed ring 2b at the upper end;
  • turret 4 is provided with a lower protruding ring 4a and an upper recess ring 4b, and so on, with the exception of the outer turret segment 10 having only the recess upper ring 10b.
  • the tower assembly comprises the successive lifting of the tower segments by cables 17-2, 17-4, 17-6 and 17-8 whose lower ends are attached to the tower segments 2, 4, 6 and 8. Said cables are pulled respectively by the jacks 14-2, 14-4, etc., supported on the upper faces of the recessed rings 4b, 6b, etc.
  • the figures show only two cables and two jacks, it should be understood that a plurality of cables and their jacks are used, regularly distributed along the periphery of said rings.
  • Fig. 3 refers to the beginning of the operation, where the tower segment 2 is at an intermediate height, suspended by the cables 17-2 pulled by the jacks 14-2. At the conclusion of this initial step, the upper face of the recessed ring 2a contacts the lower face of the protruding ring 4b, as illustrated in the detail of Fig. 4. The joint is then solidified by means of the tie rods.
  • FIG. 5 shows an earlier stage of tower assembly where joints between segment 2 and segment 4, as well as that between segment 4 and segment 6, have been removed and the jacks have been removed. 14-2 and 14-4. As the illustration and detail illustrate, jack 14-6 is pulling cable 17 whose lower end it is affixed to the underside of the ring 6a of segment 6 which is being raised together with segments 2 and 4.
  • assembly 2-4-6 is hanging from cables 17, so the tower's verticality - and hence its stability - is closely related to the correct operation of jacks 14-6. Indeed, and as the detail of this figure shows, there is no rigid bond between ring 6a and ring 8b, since such bonding is only possible when said rings are in contact. Given the fact that during the lifting of the 2-4-6 set such rings are separated by a gap around the cables 17, said set presents a precarious balance which can be further impaired by the side wind pressure, symbolized by the horizontal arrows in Fig. 5.
  • WO 2013/083853 relates to the detailing of joints between tower segments, as illustrated in the detail of Fig. 4.
  • Fig. 6a - which reproduces Fig. 2 of WO 2013/083853 - shows in detail all the elements of said joint, namely the wall (1) of the supporting (lower) tower segment and its recessed ring (3) , the wall (2) of the supported tower segment and its protruding ring (4), the tie rod (6) which solidifies the joint providing mutual compression between said rings on the contact face (5).
  • the weight forces Vp are those resulting from the wind pressure on the tower structure and the turbine of wind power generation, which increases the risk of catastrophic rupture of one or more tower joints.
  • Another objective is to provide a mounting method that eliminates possible instabilities or imbalances during lifting of tower segments to reduce the risk of tipping during assembly.
  • Yet another objective is to provide means to avoid the risk of structural collapse at joints between overlapping tower segments.
  • each tower segment being formed by stacking a plurality of modular tubular members solidified by longitudinal prestressing means and comprising at least one cylindrical portion and at least one trunk-conical portion.
  • said first tower segment comprises a larger cylindrical lower section and an upper cylindrical section of smaller diameter than said lower section and a trunk-conical transition section between them.
  • said lower cylindrical section is supported on a base located in the ground.
  • the end of said lower cylindrical section is anchored to said base.
  • said second tower segment comprises a lower cylindrical section, an intermediate cylindrical section smaller than said lower cylindrical section, and an upper cylindrical section smaller in diameter than said intermediate cylindrical section. and two intermediate trunk-tapered transition sections between said cylindrical sections.
  • the upper end of the first tower segment is provided with a first thick ring complementary to a second thick ring provided at the lower end of the second tower segment, said first and second rings. forming a double reverse behavior node that mutually solidifies the two tower segments.
  • means are provided for absorbing the horizontal components of the non-collinear force systems present in the structure.
  • said horizontal components result from the non-collinearity of the vertical forces transmitted by the thin walls of the overlapping tower segments, since they have different diameters.
  • said absorption means of said horizontal components comprise prestressed circular reinforcements.
  • said second tower segment is provided at its upper end with a third thick ring to which is attached the nacelle of the wind generator.
  • the second tower segment at its lower end is provided with a circular slab 27 at its base, which together with the thick ring 26 form an assembly analogous to a foundation block of that tower segment. which will be solidified to the thick ring of the upper end of the first tower segment thus forming the double ring of reverse behavior of the tower.
  • the second tower segment behaves like an independent tower, founded solidly on top of the first tower segment.
  • said longitudinal bending means of said first tower segment comprises bollards anchored to said first thick ring and to anchoring means provided on the base of the tower.
  • said longitudinal tower biasing means of the second tower segment comprises bollard cables with the upper end anchored in said third thick ring and the lower anchor in said second thick ring.
  • the tower assembly method itself comprises two steps, the first consisting in the construction of the tower segments and the second in lifting the inner tower segment and its solidarity with the tower segment. external tower, interleaving between these first and second steps, the assembly operation of the nacelle and other components related to the generation of electricity.
  • the first step of the tower construction method comprises mounting a first outer tower segment and a second inner tower segment concentric to said first tower segment , each tower segment being constructed separately by successively overlapping a plurality of tubular elements and further solidifying them by longitudinal prestressing.
  • said first step of the construction method comprises the following steps:
  • the nacelle is affixed to the thick ring provided at the top of the inner turret segment.
  • said second step of the construction method comprises the following steps:
  • Lifting ropes should be tensioned from the top of the outer tower segment to serve as a guide rope for lifting and able to withstand horizontal stress from the rotation of the second inner segment.
  • means are provided for anchoring the lower end of the outer turret segment to said mounting base which is it is further provided with anchoring means of said tower segment stiffening ropes as well as anchoring means of the lower ends of the lifting ropes.
  • Figs. 1 to 6 refer to a tower known in the prior art.
  • Fig. 7 is a general elevation view of the tower object of the invention.
  • Fig. 8 details the double reverse behavior node provided at the junction between the outer (lower) and inner (upper) tower segments.
  • Fig. 9 exemplifies one of the cylindrical tubular elements forming the inner and outer tower segments, the detail of the junction between two overlapping elements illustrated in Fig. 9a.
  • Fig. 10 illustrates the relative positions of the thick ring of the lower modular element of the inner turret segment and its slab, the first stabilizing metal frame and the jacks, prior to the start of the lifting step of said segment.
  • Fig. 11 illustrates an intermediate situation during the lifting of the internal tower segment.
  • Fig. 12 is a constructive detail of the trunk-tapered transition element.
  • Fig. 13 illustrates the detail of the thick ring located at the top of the upper inner turret segment.
  • prefabricated parts 41 are assembled into cylindrical 40 or trunk-conical modular rings, with heights of the order of 3 meters and with diameters ranging from the order of one. tenth of the tower's height to about 3 to 4 meters, this dimension corresponds to the top of the tower.
  • Fig. 9A shows detail of the horizontal joint of the seams between the superimposed staves, identifying the following details:
  • the prefabricated longitudinal segments can be joined together to form the tubular tower elements in a vertical position, respecting a standard gap between the vertical faces of the adjacent prefabricated segments.
  • FIG. 9 shows the cross section and longitudinal section of the tubular tower elements, identifying the following details:
  • Fig. 7 is a simplified view of the tower of the invention, which comprises two distinct and overlapping concentric tower segments, 21 and 22, on the base of the tower 23, which must be previously constructed.
  • the two concentric tower segments will be constructed separately, one outer segment 21 and one inner segment 22, by overlapping and solidifying a plurality of tubular modular elements in each tower segment.
  • the inner turret is constructed with constant diameter sections 22a, 22b and 22c, with the sequences of cylindrical tubular members of equal diameter, and frusto-conical tubular members 22d and 22e as transition elements.
  • the outer tower segment 21 comprises two constant diameter cylindrical sections 21a and 21b, and a transition element 21c.
  • the inner turret segment 22 comprises three cylindrical sections 22a, 22b, 22c and two transition elements 22d, 22e interspersed between said cylindrical sections.
  • the prestressing cables 58 are employed, with their upper ends anchored to the thick ring 25 and the lower ends to anchor blocks 62 embedded in the base 23, such as shows Fig. 11.
  • the inner segment will be hoisted by means of steel ropes 49 anchored in the thick ring 25 of the upper end of the outer tower segment, with said ropes being pulled by equipment.
  • Figure 8 shows the constructive arrangement of the double reverse behavior node 24 which solidifies the two tower segments, noting the following details:
  • Fig. 11 further shows that, for the equilibrium stability of the inner segment 22 during its lifting, at least one stabilizing metal structure 55 is temporarily affixed to the underside of the assembly formed by the thick ring 26 structurally solidified with the slab. circular 27, said assembly being provided at the lower end of the second tower segment. Said structure 55 is previously seated on the base 23 prior to the beginning of the assembly of the inner turret segment, as shown in detail in Fig. 10.
  • Said stabilizing metal structures are provided with extendable telescopic arms provided with rollers at their ends 56 which remain supported on the inner wall of the outer turret segment.
  • the upper face of said ring 25 may be provided with the rollers 57 resting on the outer face of the inner turret segment, which, acting in addition to the rollers 56, stabilize said outer segment. -Trail during your lift.
  • Thick slab 27 from the bottom of the inner tower segment with hole 54 in its center;
  • Fig. 12 shows the constructive arrangement of the transition tubular members 21c between two cylindrical tubular members of differing diameters, indicating the circumferential prestressing cables 65 in their upper region, as well as the inner reinforcement ring 64 associated with the circumferential prestressing cables 65 in the lower region of the transition element 21c.
  • FIG. 13 shows details of the upper end of tower segment 22 being: Circumferential prestressing cables 66 of the slab 67 at the top of the tower segment 22 housed at the top of the outer face of the thick ring 59;
  • Circumferential prestressing armor 66 housed in the lower region of the thick ring 59. It is intended, together with said prestressing cables, to compensate for the horizontal component of the forces generated by the eccentricity between the point of application of the prestressing force and the wall of said tower segment 22;
  • Fig. 11 shows a partial vertical section showing the base block 23, with the implantation of bolts 63 from the wall of the tower segment base tubular element. as well as the schematic arrangement of the assembly for anchoring the prestressing cables 58 of this tower segment.
  • Such an arrangement makes it possible to meet the need to replace such prestressing cables after years of tower life. Note that these cables will be shielded with force equipment placed over the thick ring 25 on top of the outer tower segment 21.

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  • 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)
  • Conveying And Assembling Of Building Elements In Situ (AREA)

Abstract

L'invention concerne une tour de béton structural et son procédé de montage, ladite tour étant constituée par superposition d'un premier segment de tour (21) et d'un second segment de tour, chaque segment de tour étant formé par empilement d'une pluralité d'éléments tubulaires (40) solidarisés par des moyens de prétension longitudinale et comprenant au moins un segment cylindrique (21a, 21b, 22a, 22b, 22c) et au moins un segment tronconique (21c, 22d, 22e). Le procédé de montage de la tour comprend deux étapes, la première consistant à construire deux segments de tour, la seconde consistant à élever le segment de tour interne (22), supporté par le segment de tour externe (21), puis à le solidariser sur celui-ci au moyen d'un noeud double de comportement inverse (24), sans oublier, entre lesdites première et seconde étapes, l'opération de montage de la nacelle (61) et d'autres éléments associés à la production d'énergie électrique. Pendant l'élévation du segment de tour interne (22), celui-ci est stabilisé au moyen de galets (56) associés à des structures métalliques de stabilisation (55) temporairement fixées à la base dudit segment de tour interne, agissant complémentairement à des galets (57) installés au sommet du segment de tour externe (21).
PCT/BR2017/050311 2016-10-11 2017-10-10 Tour de béton structural et son procédé de montage Ceased WO2018068117A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
BRBR1020160237432 2016-10-11
BR102016023743-2A BR102016023743B1 (pt) 2016-10-11 2016-10-11 Torre de concreto estrutural e método de montagem

Publications (1)

Publication Number Publication Date
WO2018068117A1 true WO2018068117A1 (fr) 2018-04-19

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ID=61597930

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/BR2017/050311 Ceased WO2018068117A1 (fr) 2016-10-11 2017-10-10 Tour de béton structural et son procédé de montage

Country Status (7)

Country Link
CN (1) CN107916816A (fr)
AR (1) AR109928A1 (fr)
BR (1) BR102016023743B1 (fr)
CL (1) CL2017002524A1 (fr)
CO (1) CO2017005837A1 (fr)
PE (1) PE20180768A1 (fr)
WO (1) WO2018068117A1 (fr)

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109930892A (zh) * 2019-03-19 2019-06-25 中国电建集团华东勘测设计研究院有限公司 一种先张法分片预制装配式预应力混凝土塔架结构
ES2728789A1 (es) * 2018-04-25 2019-10-28 Esteyco S A Modulo movil para el izado de torres telescopicas y procedimiento de izado de torres telescopicas
CN110877190A (zh) * 2019-09-22 2020-03-13 中铁宝桥集团有限公司 大断面矮型单箱多室钢塔端面机加工工艺
CN111287905A (zh) * 2018-12-06 2020-06-16 深圳京创重工特种工程有限公司 塔筒
CN112240128A (zh) * 2020-08-28 2021-01-19 浙江德宝通讯科技股份有限公司 一种塔架支撑底座及通信塔
WO2024189253A3 (fr) * 2023-03-14 2024-12-12 Tenllado Infraestructuras, S.L. Tour tubulaire de section décroissante
CN119392748A (zh) * 2025-01-02 2025-02-07 浙江华东新能科技有限公司 一种风电塔筒落滩基础及其建设方法

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
ES2761748A1 (es) * 2018-11-19 2020-05-20 Nabrawind Tech Sl Cimentación para torre de un aerogenerador
CN111576978B (zh) * 2020-04-03 2021-11-09 国网浙江省电力有限公司湖州供电公司 一种输电线路钻越塔

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH01190883A (ja) * 1988-01-27 1989-07-31 Ohbayashi Corp リフトアップまたはダウン工法
EP1262614A2 (fr) * 2001-06-01 2002-12-04 Oevermann GmbH & Co. KG, Hoch- und Tiefbau Tour en béton précontraint
WO2011006526A1 (fr) * 2009-07-13 2011-01-20 Vsl International Ag Ensemble tour télescopique et procédé associé
WO2013083853A1 (fr) * 2011-12-09 2013-06-13 Inneo Torres, S.L. Ensemble joint horizontal situé entre deux parties de tour d'éolienne télescopique et procédé d'installation correspondant
WO2013083854A1 (fr) * 2011-12-09 2013-06-13 Inneo Torres, S.L. Procédé d'assemblage pour une tour télescopique et moyens de mise en oeuvre dudit procédé
WO2013083852A1 (fr) * 2011-12-09 2013-06-13 Inneo Torres, S.L. Processus d'assemblage d'une tour télescopique
WO2016119035A1 (fr) * 2015-01-30 2016-08-04 Proacqua Construções E Comércio Ltda. Tour de matériaux structuraux et son procédé de montage

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DK2207943T3 (en) * 2007-10-09 2017-02-20 Jeffrey O Willis TOWER CONSTRUCTION AND PROCEDURE TO Gather such.

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH01190883A (ja) * 1988-01-27 1989-07-31 Ohbayashi Corp リフトアップまたはダウン工法
EP1262614A2 (fr) * 2001-06-01 2002-12-04 Oevermann GmbH & Co. KG, Hoch- und Tiefbau Tour en béton précontraint
WO2011006526A1 (fr) * 2009-07-13 2011-01-20 Vsl International Ag Ensemble tour télescopique et procédé associé
WO2013083853A1 (fr) * 2011-12-09 2013-06-13 Inneo Torres, S.L. Ensemble joint horizontal situé entre deux parties de tour d'éolienne télescopique et procédé d'installation correspondant
WO2013083854A1 (fr) * 2011-12-09 2013-06-13 Inneo Torres, S.L. Procédé d'assemblage pour une tour télescopique et moyens de mise en oeuvre dudit procédé
WO2013083852A1 (fr) * 2011-12-09 2013-06-13 Inneo Torres, S.L. Processus d'assemblage d'une tour télescopique
WO2016119035A1 (fr) * 2015-01-30 2016-08-04 Proacqua Construções E Comércio Ltda. Tour de matériaux structuraux et son procédé de montage

Cited By (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
ES2728789A1 (es) * 2018-04-25 2019-10-28 Esteyco S A Modulo movil para el izado de torres telescopicas y procedimiento de izado de torres telescopicas
WO2019207188A1 (fr) * 2018-04-25 2019-10-31 Esteyco S.A. Module mobile de hissage de tours téléscopiques et procédé de hissage de tours téléscopiques
JP2021522429A (ja) * 2018-04-25 2021-08-30 エステイコ・ソシエダッド・アノニマＥｓｔｅｙｃｏ Ｓ．Ａ． 伸縮式タワーを吊り上げるための可動モジュール、および伸縮式タワーの吊り上げ方法
EP3786393A4 (fr) * 2018-04-25 2021-12-29 Esteyco SA Module mobile de hissage de tours téléscopiques et procédé de hissage de tours téléscopiques
JP7325838B2 (ja) 2018-04-25 2023-08-15 エステイコ・ソシエダッド・アノニマ 伸縮式タワーを吊り上げるための可動モジュール、および伸縮式タワーの吊り上げ方法
CN111287905A (zh) * 2018-12-06 2020-06-16 深圳京创重工特种工程有限公司 塔筒
CN111287905B (zh) * 2018-12-06 2024-04-19 上海风领新能源有限公司 塔筒
CN109930892A (zh) * 2019-03-19 2019-06-25 中国电建集团华东勘测设计研究院有限公司 一种先张法分片预制装配式预应力混凝土塔架结构
CN110877190A (zh) * 2019-09-22 2020-03-13 中铁宝桥集团有限公司 大断面矮型单箱多室钢塔端面机加工工艺
CN112240128A (zh) * 2020-08-28 2021-01-19 浙江德宝通讯科技股份有限公司 一种塔架支撑底座及通信塔
WO2024189253A3 (fr) * 2023-03-14 2024-12-12 Tenllado Infraestructuras, S.L. Tour tubulaire de section décroissante
CN119392748A (zh) * 2025-01-02 2025-02-07 浙江华东新能科技有限公司 一种风电塔筒落滩基础及其建设方法

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AR109928A1 (es) 2019-02-06
CL2017002524A1 (es) 2018-02-16
PE20180768A1 (es) 2018-05-07
BR102016023743A2 (pt) 2018-05-02
CO2017005837A1 (es) 2017-12-15
BR102016023743B1 (pt) 2022-11-29

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