WO2007012200A1 - Systeme de conception de tours eoliennes composites - Google Patents

Systeme de conception de tours eoliennes composites Download PDF

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Publication number
WO2007012200A1
WO2007012200A1 PCT/CA2006/001266 CA2006001266W WO2007012200A1 WO 2007012200 A1 WO2007012200 A1 WO 2007012200A1 CA 2006001266 W CA2006001266 W CA 2006001266W WO 2007012200 A1 WO2007012200 A1 WO 2007012200A1
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WO
WIPO (PCT)
Prior art keywords
tower
design
wind
fiber
ultimate
Prior art date
Application number
PCT/CA2006/001266
Other languages
English (en)
Inventor
Dimos Polyzois
Nibong Ungkurapinan
Original Assignee
The University Of Manitoba
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 The University Of Manitoba filed Critical The University Of Manitoba
Publication of WO2007012200A1 publication Critical patent/WO2007012200A1/fr

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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
    • 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
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
    • 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
    • F05B2280/00—Materials; Properties thereof
    • F05B2280/60—Properties or characteristics given to material by treatment or manufacturing
    • F05B2280/6003—Composites; e.g. fibre-reinforced
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F05—INDEXING SCHEMES RELATING TO ENGINES OR PUMPS IN VARIOUS SUBCLASSES OF CLASSES F01-F04
    • F05C—INDEXING SCHEME RELATING TO MATERIALS, MATERIAL PROPERTIES OR MATERIAL CHARACTERISTICS FOR MACHINES, ENGINES OR PUMPS OTHER THAN NON-POSITIVE-DISPLACEMENT MACHINES OR ENGINES
    • F05C2253/00—Other material characteristics; Treatment of material
    • F05C2253/04—Composite, e.g. fibre-reinforced
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2113/00—Details relating to the application field
    • G06F2113/26—Composites
    • 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 generally to design systems for composite fiber-reinforced polymer (FRP) wind tower systems. More particularly, the present invention relates to a method of designing a fiber-reinforced polymer wind tower including inputting design input data into a finite element analysis software system, the design input data selected from any one of or a combination of location specific data, power generator data, tower dimension data, and tower material properties; and, iteratively generating an output design based on the design input data until an optimum design is obtained.
  • FRP fiber-reinforced polymer
  • Wind energy is the world's fastest growing energy source and is already a major source of energy across Europe. By the end of 2002, Europe was producing approximately 75% of the world's total wind energy, while Canada produced only 0.4% (Jacob, 2003). Technological advancements over the last 25 years have resulted in significant reduction in the cost of wind generated energy from 38 US cents (per kWh) in 1982 to between 4 and 6 US cents (per kWh) in 2001 (Jacob, 2003). According to Marsh (2001), this dramatic decrease is mainly due to the use of composite materials for the construction of lighter rotor blades. Indeed, composite materials are slowly finding their way into more and more applications in wind generator nacelles, cabins, fairings and parts of towers. Industry estimates suggest that 80,000 tons of finished composites will be required annually by 2005 for rotor blades alone.
  • Composite materials have the potential to decrease the total weight of the wind towers, leading to substantial saving in transportation and erection costs, making wind energy more affordable for remote and rural communities where the number of s required is usually small.
  • a white paper published by WindTower Composites (2003) it was reported that the cost of composite towers, based on a 2-unit wind farm, is 38 % less than the cost of steel towers. For a 25-unit wind farm, the cost of composite towers is 28% less than steel towers.
  • the cost of composite materials per unit weight is higher than that of steel, the lower total weight of composite towers compared to steel, results in lower transportation and erection costs.
  • composite wind towers are not limited to remote areas. As the cost of steel continues to rise and as towers become larger, high materials costs, coupled with high transportation and erection costs, makes composite materials more attractive for the construction of small wind farms.
  • FRP fiber-reinforced polymer
  • the present invention provides a method of designing a fiber-reinforced polymer wind tower comprising the steps of: inputting design input data into a finite element analysis software system, the design input data selected from any one of or a combination of location specific data, power generator data, tower dimension data, and tower material properties; and, iteratively generating an output design based on the design input data until an optimum design is obtained.
  • the location specific data includes any one of or a combination of 50-year wind speed, live load due to snow, ice and rain, and live load due to earthquake
  • the power generator data includes any one of or a combination of weight of all components, nominal power, nominal wind speed, cut-in speed, cut-out speed, rotor speed, and rotor diameter
  • the tower dimensions data includes any one of or a combination of hub height, base diameter, top diameter, inner diameter, number of layers, layer thickness, fiber orientation and fiber volume
  • the tower material properties includes any one of or a combination of elastic modulus in the fiber direction, elastic modulus in transverse fiber direction, shear modulus, ultimate tensile in the fiber direction, ultimate compressive strength in the fiber direction, ultimate tensile strength in transverse fiber direction, ultimate compressive strength in the transverse fiber direction, ultimate shear strength, fiber density and Poison's ratio.
  • the output design includes any one of or a combination of Tsai-Wu failure criterion values, ultimate stress and stress distributions, ultimate strain and strain distributions and deflections.
  • Figure 1 is a schematic diagram of a typical (i) tubular steel and (ii) 8-cell FRP wind tower;
  • Figure 2 is a schematic diagram of the distribution of wind pressure acting on a wind tower
  • Figure 3 is a schematic diagram of an example eight-node quadrilateral structural shell element utilized in accordance with the invention.
  • Figure 4 is an ANSYS model of a tubular steel wind tower
  • Figure 5 is an ANSYS model of a CFRP wind tower
  • Figure 6 is an ANSYS model showing the distribution of stresses in a tubular steel wind tower
  • Figure 7 is an ANSYS model showing the distribution of stresses in a GFRP tower
  • Figure 8 is an ANSYS model showing the distribution of stresses in a CFRP tower
  • Figure 9 is an ANSYS model showing values of Tsai-Wu failure criterion in a GFRP tower.
  • Figure 10 is an ANSYS model showing values of Tsai-Wu failure criterion in a CFRP tower.
  • the present invention relates to a system for designing fiber-reinforced polymer (FRP) wind tower structures as described in Applicant's copending application entitled “Composite Wind Towers Systems And Methods Of Manufacture” filed July 25, 2005 and incorporated herein by reference.
  • FRP fiber-reinforced polymer
  • a design software package has been developed which incorporates structural analysis and design for wind towers. While the structural analysis model is described herein on the basis of the commercially available finite element ANSYS software program, it is understood that the model may be utilized using other finite element programs. It is also understood that within the context of this description that the design program combines the internationally recognized standard Germanischer Lloyd: Rules and Regulations, Part 1 - Wind Energy (1993) and the National Building Code of Canada (1995) but that other standards may be utilized.
  • the design process includes the steps of inputting the material properties of the components used in the fabrication of the wind tower, wind data, other client requirements, and iteratively generating an output design on the basis of an initially assumed set of fabrication parameters (dimensions of cells and fibre type and orientation) until an optimum design is obtained.
  • the software program generates results that are checked against performance criteria set by national standard agencies and industry.
  • the basic concept of a finite element technique is to use a finite number of defined elements whose displacement behaviour is described by a fixed number of degrees of freedom to predict the structural behaviour of structures.
  • an eight-node quadrilateral layered shell element was used to model the composite tower.
  • This element which is designated by ANSYS as SHELL 99, is a 100-layer shell structure. This element was chosen because of its ability to: a) handle unlimited number of layers with constant or variable thickness; b) account for large deflections; c) predict failure by the means of three different failure criteria; and, d) handle membrane stresses and strains in the process.
  • the Tsai-Wu failure criterion was adopted in the analysis to predict the ultimate capacity of the composite structures by using the stresses obtained from the finite element analysis and then comparing them to the material strengths. This failure criterion was chosen since it accounts for the interaction between different stress components.
  • the Tsai-Wu coupling coefficient must be between -1.0 and 1.0. This requirement is necessary to ensure that the failure surface intercepts each stress axis and the shape of the surface is a closed one.
  • a fiber-reinforced polymer (FRP) structure experiences large deformations under lateral loading and, therefore, changes in its geometric configuration take place that cause the structure to respond in a nonlinear fashion.
  • geometric nonlinearity must be taken into account in the analysis.
  • Large deflections result in changes to the element orientation, and, consequently, changes in the element stiffness matrix.
  • the element stiffness matrix is continuously updated using a Newton-Raphson iterative procedure. This method is based on the incremental procedure in which a series of successive linear iterations converge to the actual nonlinear solution.
  • loads acting on the tower loads acting on the tower and loads transferred from the wind turbine to the top of the tower.
  • the wind tower should be designed to resist these loads and their combination.
  • Dead loads are computed on the basis of the unit weight of the materials. Dead loads consist of the particular self-weight of the shell, linings, ladders, and any permanent equipment. b) Live load due to snow, ice and rain
  • Live loads are determined according to National Building Code of Canada (1995). c) Live load due to wind
  • the wind turbine tower is designed for all loads and/or deflections caused by wind on the tower calculated in accordance to the National Building Code of Canada (1995). d) Live load due to earthquake
  • wind turbine towers were also designed to withstand the minimum lateral seismic forces. Loads Transferred from the Wind Turbine to Tower According to the Germanischer Lloyd: Rules and Regulations, Part 1 - Wind Energy (1993), wind turbine towers should be designed to resist not only the following load cases, but also their combinations when they exist:
  • Dead loads (Dead load is due to the mechanical system stored at the top of the tower.
  • the first load combination is referred to as a normal operating condition, which combines dead loads, loads due to normal operation, loads due to eccentricity caused during installation of the rotor, and the earthquake loads.
  • the second load combination is referred to as an extreme operating condition and does not combine the loads due to earthquake. Under this condition, the wind turbine works under a wind speed very close to the cut-out speed.
  • the third load combination is referred to as an operating condition under annual wind over a period of 10 minutes.
  • forces caused by a generator short circuit blackout are included.
  • the fourth load combination is referred to as an operating condition under annual gust over a period of 5 seconds. Since the wind frequency is very small, it is extremely rare to combine it with other load cases caused by fault condition.
  • the fifth load combination is referred to as an operation condition under 50-year wind over a period of 10 minutes. Similarly to the third load combination, loads due to blackout are included.
  • the last load combination is referred to as an operating condition under 50-year gust over a period of 5 seconds.
  • other loads due to fault condition are not included.
  • the technical data of a 750 kW wind turbine are listed in Tables 4 and 5. This technical information was provided by NEG Micon (2002). For this example, it was assumed that the wind turbine tower is located in Churchill, Manitoba, Canada. Three types of towers were designed to support the 750 kW wind turbine. The first tower was assumed to be made of steel while the other two towers were assumed to be made of advanced composite materials, namely glass fiber reinforced polymers (GFRP), and carbon fiber reinforced polymer (CFRP). The composite towers were comprised of eight cells as described in Applicant's copending application.
  • GFRP glass fiber reinforced polymers
  • CFRP carbon fiber reinforced polymer
  • the towers analyzed in this example, shown in Figure 1 have the following characteristic parameters: a height of 50-m, a diameter at the base of 3.5m, and a diameter at the top of 2.5-m.
  • the composite towers have a constant inner diameter of 2m.
  • Ei and E 2 are the elastic modulus in the fiber direction, transverse fiber direction, respectively; G, 2 is the shear modulus; Fi 1 " and Fi cu are the ultimate tensile and compressive strength in the fiber direction, respectively; F 2 m and F 2 0 " are the ultimate tensile and compressive strength in the transverse fiber direction, respectively; and F su is the ultimate shear strength.
  • the finite element technique uses a finite number of elements whose displacement behaviour is described by a fixed number of degrees of freedom to predict the structural behaviour of structures. Modeling of the tubular steel and the composite wind turbine towers was carried out using the ANSYS finite element software and the theoretical model described earlier.
  • an eight-node quadrilateral structural shell element was selected, as shown in Figure 3.
  • This element is designated by ANSYS as SHELL93.
  • the element is particularly well suited to model curved shells.
  • the element has six degrees of freedom at each node: translations in the nodal x, y, and z directions and rotations about the nodal x, y, and z-axes.
  • the deformation shapes are quadratic in both in-plane directions.
  • the element has plasticity, stress stiffening, large deflection, and large strain capabilities.
  • Table 6 The material properties used in the analysis are described in Table 6.
  • the discretization of the tubular steel tower is shown in Figure 4.
  • the base of the tower is perfectly fixed.
  • the loads, as described in Table 9, were applied at the tip of the tower in 500 N increments to the maximum loads, in order to obtain a load-time response of the model.
  • the tower was designed to meet both strength and serviceability criteria.
  • the analysis shows that a shell thickness of 23-mm is required for the tubular steel wind turbine tower, resulting in a total mass of 85.1 tons.
  • the tip deflection of the steel tower is 560.45 mm, which is less than the serviceability limit for lateral deflection of 1 m.
  • the serviceability limit for lateral deflection is defined as the distance between a rotor blade and a tower.
  • the maximum stress of 219.01-MPa occurred near the base of the tower, as shown in Figure 6. This stress is less than the limit design strength of 3 ⁇ 5-M? ⁇ (0.9F y ).
  • each cell was made up of 16 equal thickness layers of 1.25-mm.
  • the fiber orientations were (90, 0 ⁇ , 90) 2 .
  • 28 additional layers, with the following fiber orientation: (0 27 , 90) were added to make the tower stiffer and to provide confinement to the cells.
  • the total mass of the GFRP tower was 78.4 tons.
  • the tip deflection of the GFRP tower is 967.74 mm, which is less than the serviceability limit for lateral deflection of 1 m.
  • the maximum stress of 71.39-MPa occurred at the stiffener near the base of the tower as shown in Figure 7.
  • each cell was made up of 20 equal thickness layers of 1.25-mm.
  • the fiber orientations were (90, 0 8 , 90) 2 .
  • the total mass of the CFRP tower was 47.8 tons.
  • the tip deflection of the CFRP tower is 627.74 mm, which is less than the serviceability limit for lateral deflection of 1 m.
  • Figure 8 shows the stress distribution in the CFRP tower. The maximum stress of 152.29-MPa occurred at the stiffener near the base of the tower.
  • Figures 9 and 10 show values of the Tsai-Wu failure criterion along the GFRP and the CFRP tower and the failure criteria were 0.39 and 0.18, respectively. These values were less than unity, which indicates that both composite towers are safe to resist the factored loads. Although, both composite towers can resist a greater load, the serviceability limit for lateral deflection is the controlling factor in the design.
  • the GFRP and the CFRP towers are approximately 8 and 44 percent lighter than the tubular steel tower respectively.

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Abstract

La présente invention concerne globalement des systèmes de conception de systèmes de tours éoliennes composites à base de polymère renforcé de fibres. La présente invention concerne plus particulièrement un procédé destiné à la conception d'une tour éolienne à base de polymère renforcé de fibres. Ce procédé consiste : à introduire des données de conception dans un système de logiciel d'analyse par éléments finis, ces données étant sélectionnées parmi un groupe de données comprenant des données spécifiques d'un emplacement, des données relatives à un générateur de puissance, des données relatives aux dimensions de la tour et des données relatives aux propriétés des matériaux dont est constituée la tour ; puis, à produire, de façon répétée, un modèle de sortie fondé sur les données d'entrée de conception, jusqu'à ce qu'un modèle optimal soit obtenu.
PCT/CA2006/001266 2005-07-25 2006-07-24 Systeme de conception de tours eoliennes composites WO2007012200A1 (fr)

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US70193305P 2005-07-25 2005-07-25
US60/701,933 2005-07-25

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Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US8047804B2 (en) * 2007-12-27 2011-11-01 General Electric Company Wind tower and method of assembling the same
CN103106296A (zh) * 2013-01-10 2013-05-15 国电联合动力技术有限公司 一种抗地震风力发电机塔筒的设计方法
US20150159635A1 (en) * 2012-08-23 2015-06-11 Blade Dynamics Limited Wind turbine tower
CN105005662A (zh) * 2014-08-26 2015-10-28 国家电网公司 分析结果精确的输电铁塔杆件应力计算方法
CN109033704A (zh) * 2018-08-24 2018-12-18 国网山东省电力公司电力科学研究院 一种塌陷区铁塔塔腿不均匀沉降处治方法
CN109372312A (zh) * 2018-11-23 2019-02-22 绍兴大明电力设计院有限公司 薄壁离心混凝土输电杆
EP3221578B1 (fr) 2014-11-19 2021-03-17 Wobben Properties GmbH Conception d'une éolienne
CN115749415A (zh) * 2022-12-12 2023-03-07 中国电力工程顾问集团西南电力设计院有限公司 一种内嵌式十二地螺塔脚结构及其上拔设计方法

Citations (1)

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US6538340B2 (en) * 2001-08-06 2003-03-25 Headwinds Corporation Wind turbine system

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US6538340B2 (en) * 2001-08-06 2003-03-25 Headwinds Corporation Wind turbine system

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"European Wind Energy at the dawn of the 21st century, Wind energy developments 1998-2004", EUROPEAN COMMISSION, COMMUNITY RESEARCH, pages 1 - 76, XP003005198, Retrieved from the Internet <URL:http://www.ec.europa.eu/research/energy/pdf/eu_wind_energy_en.pdf> *
BAUMJOHANN F.: "3D-Multi Body Stimulation of Wind Turbines with Flexible Components", DEWI MAGAZIN NR. 21, August 2002 (2002-08-01), pages 63 - 66, XP003005200, Retrieved from the Internet <URL:http://www.dewi.de/dewi_neu/deutsch/themen/magazin/21/12.pdf#search=%223d%multibody%20simulation%22> *
CERNY J.G.: "Windmill Tower Design Cut One Week by Calculating Section Properties with Computerized Engineering Handbook", 15 October 2004 (2004-10-15), pages 1 - 2, XP003005199, Retrieved from the Internet <URL:http://www.deiusa.com/whitepaper21.htm> *

Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US8047804B2 (en) * 2007-12-27 2011-11-01 General Electric Company Wind tower and method of assembling the same
US20150159635A1 (en) * 2012-08-23 2015-06-11 Blade Dynamics Limited Wind turbine tower
US9651029B2 (en) * 2012-08-23 2017-05-16 Blade Dynamics Limited Wind turbine tower
CN103106296A (zh) * 2013-01-10 2013-05-15 国电联合动力技术有限公司 一种抗地震风力发电机塔筒的设计方法
CN105005662A (zh) * 2014-08-26 2015-10-28 国家电网公司 分析结果精确的输电铁塔杆件应力计算方法
EP3221578B1 (fr) 2014-11-19 2021-03-17 Wobben Properties GmbH Conception d'une éolienne
CN109033704A (zh) * 2018-08-24 2018-12-18 国网山东省电力公司电力科学研究院 一种塌陷区铁塔塔腿不均匀沉降处治方法
CN109033704B (zh) * 2018-08-24 2023-04-28 国网山东省电力公司电力科学研究院 一种塌陷区铁塔塔腿不均匀沉降处治方法
CN109372312A (zh) * 2018-11-23 2019-02-22 绍兴大明电力设计院有限公司 薄壁离心混凝土输电杆
CN115749415A (zh) * 2022-12-12 2023-03-07 中国电力工程顾问集团西南电力设计院有限公司 一种内嵌式十二地螺塔脚结构及其上拔设计方法
CN115749415B (zh) * 2022-12-12 2024-05-10 中国电力工程顾问集团西南电力设计院有限公司 一种内嵌式十二地螺塔脚结构及其上拔设计方法

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