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Research Papers

Assessment of Stiffening Type of the Cutout in Tubular Wind Turbine Towers Under Artificial Dynamic Wind Actions

[+] Author and Article Information
Christoforos A. Dimopoulos

Institute of Steel Structures,
School of Civil Engineering,
National Technical University of Athens,
Athens GR-15780, Greece
e-mail: dchristoforos@hotmail.com

Konstantina Koulatsou

Institute of Steel Structures,
School of Civil Engineering,
National Technical University of Athens,
Athens GR-15780, Greece
e-mail: konkoulatsou@gmail.com

Francesco Petrini

Department of Structural
and Geotechnical Engineering,
Sapienza University of Rome,
Rome 00184, Italy
e-mail: francesco.petrini@uniroma1.it

Charis J. Gantes

Institute of Steel Structures,
School of Civil Engineering,
National Technical University of Athens,
Athens GR-15780, Greece
e-mail: chgantes@central.ntua.gr

1Corresponding author.

Contributed by the Design Engineering Division of ASME for publication in the JOURNAL OF COMPUTATIONAL AND NONLINEAR DYNAMICS. Manuscript received November 14, 2013; final manuscript received July 18, 2014; published online April 2, 2015. Assoc. Editor: Carlo L. Bottasso.

J. Comput. Nonlinear Dynam 10(4), 041004 (Jul 01, 2015) (9 pages) Paper No: CND-13-1281; doi: 10.1115/1.4028074 History: Received November 14, 2013; Revised July 18, 2014; Online April 02, 2015

The effectiveness of alternative stiffening types of the cutout provided near the base of tubular steel wind turbine towers is assessed, taking into account the dynamic nature of wind loading. To that effect, artificial wind load time histories are first obtained using the public domain aero-elastic code FAST. Finite element models that have been previously validated by means of comparison with experimental results, are then used to carry out fully nonlinear dynamic analyses and compare strength and overall structural performance.

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References

Figures

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Fig. 1

Operation of NREL—NTWC simulators

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Fig. 2

Evaluation of the relative angle of attack a and the relative velocity W of the wind according to BEM theory

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Fig. 3

Blade tip radius R, spanwise length dr and reference system for the evaluation of aerodynamic actions according to BEM theory

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Fig. 4

Wind velocity time histories

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Fig. 5

Time histories of wind forces acting on the hub

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Fig. 6

Time histories of wind moments acting on the hub

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Fig. 7

Prototype tower (left), manhole dimensions (middle), and thickness (in mm) distribution along tower's height (in m) (right)

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Fig. 8

Stiffening types (a) frame stiffener and (b) two stringers and a ring

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Fig. 9

A typical numerical model (left) and detail of the shell element part (right)

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Fig. 10

Time history plots of the bending moment reaction of quality C shell with cutout stiffened with frame stiffener of 175 mm width for SF = 4.5, SF = 4.6, and SF = 4.7 (a) complete results and (b) results during last 100 s

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Fig. 11

Deformation patterns and von Mises stress distribution at the last step of dynamic analysis of quality C shell with cutout stiffened with frame stiffener of 175 mm width (a) SF = 4.5, (b) SF = 4.6, and (c) SF = 4.7

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Fig. 12

(a) Load factor λ—displacement curve and (b) deformed shape and von Mises stress distribution at the last equilibrium step of static analysis of quality C shell with cutout stiffened with frame stiffener of 175 mm width

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