EP3247848A1 - Tour et procédé de construction d'une tour - Google Patents

Tour et procédé de construction d'une tour

Info

Publication number
EP3247848A1
EP3247848A1 EP16735539.5A EP16735539A EP3247848A1 EP 3247848 A1 EP3247848 A1 EP 3247848A1 EP 16735539 A EP16735539 A EP 16735539A EP 3247848 A1 EP3247848 A1 EP 3247848A1
Authority
EP
European Patent Office
Prior art keywords
staves
stave
tower
foundation
joint
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.)
Withdrawn
Application number
EP16735539.5A
Other languages
German (de)
English (en)
Other versions
EP3247848A4 (fr
Inventor
Bryant ZAVITZ
William Lowndes Iii
Kevin KIRKLEY
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.)
Tindall Corp
Original Assignee
Tindall Corp
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 Tindall Corp filed Critical Tindall Corp
Priority claimed from PCT/US2016/012833 external-priority patent/WO2016112376A1/fr
Publication of EP3247848A1 publication Critical patent/EP3247848A1/fr
Publication of EP3247848A4 publication Critical patent/EP3247848A4/fr
Withdrawn legal-status Critical Current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
    • E04H12/34—Arrangements for erecting or lowering towers, masts, poles, chimney stacks, or the like
    • E04H12/342—Arrangements for stacking tower sections on top of each other
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/42—Foundations for poles, masts or chimneys
    • E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors 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
    • E04H12/16—Prestressed structures
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F03—MACHINES OR ENGINES FOR LIQUIDS; WIND, SPRING, OR WEIGHT MOTORS; PRODUCING MECHANICAL POWER OR A REACTIVE PROPULSIVE THRUST, NOT OTHERWISE PROVIDED FOR
    • F03D—WIND MOTORS
    • F03D13/00—Assembly, mounting or commissioning of wind motors; Arrangements specially adapted for transporting wind motor components
    • F03D13/20—Arrangements for mounting or supporting wind motors; Masts or towers for wind motors
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F03—MACHINES OR ENGINES FOR LIQUIDS; WIND, SPRING, OR WEIGHT MOTORS; PRODUCING MECHANICAL POWER OR A REACTIVE PROPULSIVE THRUST, NOT OTHERWISE PROVIDED FOR
    • F03D—WIND MOTORS
    • F03D13/00—Assembly, mounting or commissioning of wind motors; Arrangements specially adapted for transporting wind motor components
    • F03D13/20—Arrangements for mounting or supporting wind motors; Masts or towers for wind motors
    • F03D13/22—Foundations specially adapted for wind motors
    • 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
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F05—INDEXING SCHEMES RELATING TO ENGINES OR PUMPS IN VARIOUS SUBCLASSES OF CLASSES F01-F04
    • F05B—INDEXING SCHEME RELATING TO WIND, SPRING, WEIGHT, INERTIA OR LIKE MOTORS, TO MACHINES OR ENGINES FOR LIQUIDS COVERED BY SUBCLASSES F03B, F03D AND F03G
    • F05B2240/00—Components
    • F05B2240/90—Mounting on supporting structures or systems
    • F05B2240/91—Mounting on supporting structures or systems on a stationary structure
    • F05B2240/912—Mounting on supporting structures or systems on a stationary structure on a tower
    • 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
    • Y02E10/72—Wind turbines with rotation axis in wind direction
    • 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 a tower and a method for constructing a tower.
  • Wind turbines are increasing relied on for power generation that does not create pollutants. Wind turbines are generally more efficient when the turbine is above approximately 120 m from the surface of the earth. Steel towers have been used to support wind turbines, but steel can become costly above 60-70 m in height. Accordingly, an economical tower that can support a wind turbine 100-120 m or more in the air is desired.
  • the present invention broadly comprises a tower and a method and apparatus for constructing a tower.
  • One embodiment of the invention may be implemented as an apparatus including a foundation, a plurality of lower staves located on the foundation, and a plurality of upper staves located above the lower staves, the upper staves having a poured in place concrete or grouted joint between each adjacent upper stave.
  • a method for constructing a tower may include placing a foundation; assembling a first set of staves into a first tower section on the foundation; assembling a second set of staves into a second tower section; and moving the second tower section onto the first tower section.
  • Another embodiment of the apparatus may include a foundation; a plurality of lower staves located on the foundation; and a plurality of upper staves located above the lower staves.
  • the first upper stave may be connected to a first lower stave by a rod extending through a passage in each of the first upper stave and the first lower stave.
  • FIG. 1 illustrates a side view of an exemplary embodiment of the present invention
  • FIG. 2 illustrates a close up side view of an embodiment of the tower of the present invention
  • FIG. 3 illustrates a close up cross-sectional view of an embodiment of the top of the tower of the present invention
  • FIG.4 illustrates a close up cross-sectional view of an embodiment of the joint between the lower and upper staves
  • FIG. 5 illustrates exemplary lower and upper staves of the present invention
  • FIG. 6 illustrates a horizontal cross-sectional view of an embodiment of the tendon anchors of the present invention
  • FIG.7 illustrates a horizontal cross-sectional view of an embodiment of the monostrand tendons of the present invention
  • FIG. 8 illustrates a horizontal cross-sectional view near the top of an embodiment of the upper staves of the present invention
  • FIG. 9 illustrates a horizontal cross-sectional view of an embodiment of the steel adapter of the present invention.
  • FIGS. 10 and 11 show an embodiment of a method to construct a tower according to the present invention
  • FIG. 12 illustrates an alternative embodiment of a tower as shown in Figure 1;
  • FIG. 13 illustrates a cutaway view of the core component assembly 120 shown in Figure 12;
  • FIGS. 14, 15 , and 18 illustrate alternative embodiments of foundations included in the present invention.
  • FIGS. 16 and 17 show side cross-sectional views of alternative embodiments of a horizontal joint between staves included in the present invention
  • FIGS. 19, 20, and 25 illustrate alternative embodiments of a vertical joint between staves included in the present invention
  • FIGS. 21 and 22 show alternative embodiments of a horizontal joint between a topmost stave and the tower top included in the present invention
  • FIGS. 23 and 24 show a pre-assembly method for one level of the stacked stave tower.
  • FIGS. 26-28 illustrate an alternative embodiment of the pre-assembly method shown in Figures 23 and 24 for one level of the stacked stave tower.
  • Figure 1 shows an exemplary embodiment of a tower 20 supporting steel tower 30, which supports wind turbine 40.
  • Tower 20 includes a plurality of lower staves 22 and a plurality of upper staves 24. In the embodiments shown in Figures 1-11, there are 12 lower staves 22 and 12 upper staves 24. However, any number of upper and lower staves are within the scope of the invention.
  • the lower staves 22 are mounted on foundation 21. The top of the upper staves is connected to steel tower 30 through steel adapter 32.
  • Figure 1 shows tower 20 supporting turbine 40. However, tower 20 may be used to support any kind of machine or structure known in the an.
  • Figure 1 shows that the steel portion is roughly two thirds of the total height and tower 20 is roughly one third of the total height.
  • other proportions are within the scope of the invention, including a tower 20 with no steel structure above.
  • Figure I shows a tower with two sets of staves, lower staves 22 and upper staves 24.
  • the present invention includes towers having either one set of staves and more than two sets of slaves, such as towers 20 including one, three, or four sets of staves. In these cases, each set of adjacent staves may be connected by the joint shown in Figure 4, and the top of the staves are constructed as shown in Figures 8 and 9.
  • Figures 2 and 7 show that the tower 20 may be held together in part by monostrand tendons 23 that pass through horizontal ducts in each of the staves 22 or 24. These monostrand tendons 23 are then tensioned to provide force compressing the staves together.
  • Figures 2 and 6 show tendons 25, which also pass through horizontal ducts in each stave and are tensioned to compress the staves together.
  • tendons 23 there are two tendons 23 in each of two locations near the foundation 21, a plurality of single tendons 23 at intervals along the length of the lower staves 22, four tendons 25 near the joint between the lower staves 22 and the upper staves 24, a plurality of single tendons 23 along the length of the upper staves 24, double tendons 23 near the top of upper staves 24, and multiple sets of 4 tendons 25 at the top of upper staves 24.
  • different configurations and numbers of tendons 23 and 25 are possible and within the scope of the invention.
  • Figure 6 shows plural tendons and Figure 7 shows monostrand tendons.
  • Figure 6 shows plural tendons and Figure 7 shows monostrand tendons.
  • the configuration of Figure 6 may be used with monostrand tendons and the configuration of Figure 7 may be used with plural tendons, and these modifications are within the scope of the present invention.
  • FIG 3 shows a close up vertical cross-section of the top of upper staves 24 and the adapter 32.
  • Tower 20 also includes post tensioning tendons 50 that run through tendon ducts 54.
  • tendon ducts 54 running the length of each of upper staves 24.
  • tendon ducts 54 run the length of the stave, and two run from the top of the lower stave to an endpoint near the top of the lower stave.
  • each tendon 50 passes through a hole in adapter 32 and is terminated by a nut or anchor 52.
  • each tendon 50 serves to compress the joint between the respective upper and lower stave, and also to compress the adapter 32 to the top of the upper staves 24.
  • a grouted joint 33 may also be located between the adapter 32 and the top of the upper staves 24.
  • Figure 4 shows the joint between the lower staves 22 and the upper staves 24.
  • a layer of grout 26 may be used to fill and seal this joint.
  • rod 27 may run through a duct in each stave through the joint. Nuts 28 at each of rod 27 can provide further compressive force on the joint. Grout may also be used to fill empty volume around rod 27.
  • Figure 5 shows that, in one embodiment, the bottom of lower stave 22 is wider than the top of lower stave 22, which is wider than the bottom of upper stave 24, which is wider than the top of upper stave 24.
  • Figure 8 is a horizontal cross-section just below the tops of upper staves 24.
  • Figure 8 shows that in one embodiment the top portions of upper staves 24 are not in contact with each other. Instead, gaps 56 exist between the tops of the staves 24. These gaps 56 may extend 3 m from the tops of upper staves 24 in one embodiment.
  • Rebar 58 extends from inside of the tops of each stave 24 and runs horizontally towards the adjacent stave 24. Further, vertical rebar 57 may run from the bottom of gap 56 to the top of the gap 56.
  • gaps 56 are filled with poured concrete that envelops rebars 57 and 58 to form a field concrete joint in each gap 56.
  • the top of the upper staves 24 can be transitioned from a conical horizontal cross-section to a cylindrical horizontal cross-section. This provides better support to the steel tower 30, and a better joint between adapter 32 and the top of tower 20.
  • Figure 9 shows a top view of the adapter 32 on the top of the staves 24.
  • Nuts or anchors 52 shown in Figure 3 which connect to the tendons 50 hold the adapter 32 to the top of staves 24.
  • vertical rebars 57 may pass through holes in adapter 32 and have fasteners 59 attached thereto. This can add additional compressive force to the joint between the adapter 32 and the tops of staves 24.
  • Figure 10 and 11 show an exemplary method of supporting and locating the lower staves 22.
  • the structure may be assembled as follows:
  • Stave to stave joints in the remainder of the upper staves can proceed concurrently with these activities.
  • Circumferential post tensioning 23 and 25 can proceed as well.
  • Stave joint grout must be 3000+- psi at the level being stressed.
  • Figure 12 shows an alternative embodiment of a tower 10 including ring foundation 112, core component assembly 120, tube elements 113, four sets of staves 114, centerline 116, and wind turbine 119.
  • the core component assembly 120 may be the same as that disclosed in U.S. Patent No. 9,175,493, which is incorporated by reference herein in its entirety. There may be grout at the horizontal joints between staves 114, as well as additional secure me nts as discussed herein.
  • Figure 13 shows a cutaway view of the core component assembly 120 assembled in ground 134.
  • the assembly 120 may include mud slab 130, foundation 132, core component 122, work platform 190, and vertical post-tensioning tendons 118 that are capped at post-tensioning tendon anchors 117.
  • Grout joint 116 is located between core component 122 and stave 114,
  • Figure 14 shows an alternative embodiment including vertical tendon ISO that runs through the foundation 132.
  • foundation 132 may be a disk or conventional foundation that is poured on site.
  • Figure 15 shows an additional embodiment including a ring foundation 142 that is poured on site after tendon anchor 162 at the end of tendon 160 is located in the foundation 142.
  • Figure 16 illustrates an embodiment of a joint between two slaves 114A and 1 14B.
  • Post-tensioning tendons 1 18 run along an inner surface of the staves 114A and 1 14B, Shim 115 is put in place before grout i 10A is added to fill and seal the joint between the staves.
  • Figure 17 illustrates an alternative embodiment of a joint between staves 114A and U4B.
  • post-tension rod 170 capped on each end by nuts 172, runs through corresponding passages in each stave. Nuts 172 are tightened to clamp the staves together.
  • Pre- stress tendons 180 are included in the pre-cast stave 114 and run the length of each stave. Thus, the load is borne by the pre-stress tendons 180 along the length of stave 114A, then the load is transferred to the pie-stress tendons 180 in stave 114B through post-tension rod 170. Shim 115 and grout 116A may also be used to secure the joint.
  • Figure 18 shows an additional embodiment for securing the staves to the foundation.
  • post tension rod 170A is partially cast into field poured disk or ring foundation 132.
  • Stave 114B is then assembled onto the rod 170A, and nut 172 clamps stave 114B to foundation 132.
  • Shims 115 and grout 116 may also be used to secure the joint.
  • Figure 19 shows an embodiment of a structure for securing the vertical edges of staves 1 14 to the adjacent slave edges.
  • vertical reinforcement bars 176A are placed into the gaps between adjacent staves 114.
  • Reinforcement bars 176B are external portions of reinforcement bars 117 that are pre-cast into the staves and extend out of the vertical side edges of the staves into the gap between adjacent staves.
  • concrete joint 176 is field poured around the reinforcement bars 176A and 176B to secure the vertical edges of the staves with respect to each other.
  • Staves 114 include channels 114D through which horizontal post-tensioning tendons 192 are run.
  • Each stave 114 includes shear keys 114C in a channel filled with a filler material 190, which may be a Ihixotropic filler material.
  • Cross over anchor 194 then secures the tensioned tendon 192 to clamp the staves 114 to each other.
  • Figure 21 shows an embodiment of the transition from the staves 114 to the turbine 119.
  • Anchors 172A secure the tops of tendons 118 to the tower top adaptor 200, which may be made of steel.
  • An epoxy joint 210A may be located between tube top element 210 and second element 220. Shim 222 and grout 220A may be located between second element 220 and the top of top stave 114A.
  • alternative embodiments can include multiple elements 220 between top tube element 210 and stave 1 14, or no elements 220 between top tube element 210 and stave 114 (stave 114 directly connected with top tube element 210). All of these modifications are within the scope of the present invention.
  • FIG. 22 An alternative embodiment of the tower top is shown in Figure 22.
  • post tension bolts 272 run from the top of stave 114A, through elements 210 and 220, and are capped off by nuts 172 above adaptor 200.
  • loads from pre-stress tendons 180 in stave 114A are transferred to adaptor 200 through post-tension rod 172.
  • Figures 23 and 24 show a pre-assembly method for one level of the stacked stave tower.
  • the first level of staves is assembled on the foundation as discussed above. Then higher levels may be assembled as shown in Figures 23 and 24 and then lifted as a completed level onto the tower.
  • Tower section 300 includes 1 level of staves assembled on frame 400 (shown in Figure 24), which is placed on cribbing grade 312, Wall pipe 314 runs through a center of the tower to support platforms 316. Brace 318 supports the pipe 314.
  • Platforms 316 allow for ladder placements 310, which in addition to ladder placements 350 and 360, allow workers to place and remove the inner mold form wall for the joints shown in Figure 19.
  • the outer mold form walls can be easily placed and removed from the outside using a lift 380.
  • frame 400 includes members 41 Q, deck 420, anchor bolts 420 and base bolt 430 for disassembling the sections for shipping.
  • Figure 25 shows an alternative embodiment 500 of the joints shown in Figure 19,
  • the front (520) and rear (570) of the mold forms stay in place after the field pour.
  • Mold front 520 includes a hole for J-boit 550 to pass through, which is held in place by nut 510.
  • Gasket 530 is located between mold front 520 and the staves to keep a tight seal for the cement.
  • Reinforcement bars 560 are an extension of pre-cast reinforcement bars 117 of the staves 114.
  • Vertical reinforcement bars 540 are added to the joint before the concrete is poured.
  • Figure 26-28 show an alternative assembly method using scaffolding.
  • tower section 300 is assembled on frame 400 (shown in Figure 27), which is placed on cribbing grade 312.
  • scaffolding system 600 is used to place and remove the moid forms for the vertical joints between staves.
  • System 600 is all supported by frame 630, which is connected to work platform 310 and the tops of the staves.
  • Inner scaffolding 610 can be moved up and down within the tower section 300, and outer scaffolding 620 is moved up and down outside of tower section 300.
  • tower section 300 is complete, it is then lifted onto the tower to continue the erection process.

Abstract

La présente invention concerne d'une manière générale une tour et un procédé et un appareil de construction d'une tour, un mode de réalisation de l'appareil comprenant une fondation, une pluralité de douves inférieures disposées sur la fondation, et une pluralité de douves supérieures disposées au-dessus des douves inférieures, les douves supérieures comprenant un joint en béton ou en coulis coulé sur place entre chaque douve supérieure adjacente.
EP16735539.5A 2015-01-09 2016-01-11 Tour et procédé de construction d'une tour Withdrawn EP3247848A4 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
US201562101617P 2015-01-09 2015-01-09
PCT/US2016/012833 WO2016112376A1 (fr) 2015-01-09 2016-01-11 Tour et procédé de construction d'une tour

Publications (2)

Publication Number Publication Date
EP3247848A1 true EP3247848A1 (fr) 2017-11-29
EP3247848A4 EP3247848A4 (fr) 2018-12-19

Family

ID=60138135

Family Applications (1)

Application Number Title Priority Date Filing Date
EP16735539.5A Withdrawn EP3247848A4 (fr) 2015-01-09 2016-01-11 Tour et procédé de construction d'une tour

Country Status (1)

Country Link
EP (1) EP3247848A4 (fr)

Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US1050130A (en) * 1912-05-03 1913-01-14 George C Harvey Concrete structure.
US5038540A (en) * 1981-11-20 1991-08-13 Krautz Alfons O Sectional smokestack
NL1019953C2 (nl) * 2002-02-12 2002-12-19 Mecal Applied Mechanics B V Geprefabriceerde toren of mast, alsmede een methode voor het samenvoegen en/of naspannen van segmenten die één constructie moeten vormen, alsmede een werkwijze voor het opbouwen van een toren of mast bestaande uit segmenten.
ES1058539Y (es) * 2004-10-11 2005-04-01 Inneo21 S L Estructura perfeccionada de torre modular para turbinas eolicas y otras aplicaciones.
EP2631394B1 (fr) * 2009-05-19 2015-07-22 Pacadar S.A. Structure de support pour éolienne
DE102010039796A1 (de) * 2010-06-14 2011-12-15 Max Bögl Bauunternehmung GmbH & Co. KG Turm mit einem Adapterstück sowie Verfahren zur Herstellung eines Turms mit einem Adapterstück
US20150167645A1 (en) * 2012-04-04 2015-06-18 Forida Development A/S Wind turbine comprising a tower part of an ultra-high performance fiber reinforced composite

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