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Design and Calculus of the
Foundation Structure of an Offshore
Monopile Wind Turbine
Author: Carlos Garcés García
Directed by: Julio García Espinosa
Contents
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Introduction
Wind Turbine
Emplacement
Loads
Grout Connection
Transition Piece
Monopile
Foundation
Loads Analysis
Conclusions
Monopile
 A Monopile?
 Its Parts
 The Pile
 The Grout
 The Transition Piece
 Function
The Offshore Wind Turbine
NREL 5MW Wind Turbine
Rating
Rotor Orientation, Configuration
Control
Drivetrain
Rotor
Hub Diameter
Hub Height
Cut-In, Rated, Cut-Out Wind Speed
Cut-In, Rated Rotor Speed
Rated Tip Speed
Overhang, Shaft Tilt, Precone
Rotor Mass
Coordinate Location of Overall Center of
Mass
5 MW
Upwind, 3 Blades
Variable Speed, Collective Pitch
High Speed, Multiple-Stage Gearbox
126 m
3m
90 m
3 m/s, 11.4 m/s, 25 m/s
6.9 rpm, 12.1 rpm
80 m/s
5 m, 5º, 2.5º
110,000 kg
(-0.2 m, 0.0 m, 64.0 m)
Emplacement
 Localisation: 39º 15’N, 74º 15’W
 Average Wind Speed: 6,38 m/s
 Distance to Coast: 28 km
 Depth: 20m
 Soil: Unconsolidated Sand
 Weather Extremes:
Extratropical Storms
Loads
 Waves
 Wind
Design Situation
h (m)
T (s)
λ (m)
ω (rad/s)
c (m/s)
a ()
Average Wave
1,00
5,55
48,09
1,13
8,67
1,28
ESS
8,40
10,50
172,13
0,60
16,39
3,01
Height
Design Situation
13,80 m
U ( m/s)
Gust (m/s) U (m/s)
Start Up
Normal Operative
Gust (m/s)
3
6,38
24,69
Shut Down
Extreme Sea State
90,00 m
8,02
27,44
25
23,97
29,58
26,63
32,97
Return- 50 years
from ESS
33,56
41,41
37,48
46,42
Wind Force Calculus
 On the Rotor
Operating Conditions
Stoped Rotor Conditions
 On the Tower
 NREL FAST-AeroDyn Soft
Waves Force Calculus
 Morison’s Equation
Inertia Coefficient
 Water Pressure
Drag Coefficient
Monopile Virtual Model
SeaFEM Analysis
 Wave Amplitud: 8,4 m
 Wave Period: 5,55 s
Dimensions
Materials
Characteristics
Ducorit ® D4
Compressive strength
210 MPa
Tension strength
10 MPa
Modulus of elasticity
70 GPa
Density
2.740
Poisson’s ratio
0.19
Static coefficient of friction (Grout-Steel)
0.6
Characteristics
Steel
Young’s Modulus
210 GPa
Poisson’s Modulus
0,3
Torsion Modulus
81 GPa
Maximal Stress
235,2 MPa
Specific Weight
76.900 N/m³
Boundary Conditions
 Foundation: Linear Soil Spring
(kN)
19.750,70
X (m) K (kN/m)
18
1.944.000
y (mm)
p (kN/m)
10,15
4.022,81
 Vertical Constrain at Pile’s Bottom Tip
 Wind loads
 Wave loads from SeaFEM
 Self Weight
Maximal Stresses
Conclusions
 Objectives Accomplished
 Calculus Complexity
 Feasible Construction
 Necessary Informatic Tools
 Considerations
 Environmental Degradation
 Economical Feasability
 Protection Against Corrosion