# Safety Evaluation of a Hybrid Substructure for Offshore Wind Turbine

Authors: Min-Su Park; Youn-Ju Jeong; Young-Jun You; Yoon-Koog Hwang
Journal: Advances in Materials Science and Engineering
 (2016)

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## Abstract

Towers and rotor-nacelles are being enlarged to respond to the need for higher gross generation of the wind turbines. However, the accompanying enlargement of the substructure supporting these larger offshore wind turbines makes it strongly influenced by the effect of wave forces. In the present study, the hybrid substructure is suggested to reduce the wave forces by composing a multicylinder having different radii near free surface and a gravity substructure at the bottom of the multicylinder. In addition, the reaction forces acting on the substructure due to the very large dead load of the offshore wind turbine require very firm foundations. This implies that the dynamic pile-soil interaction has to be fully considered. Therefore, ENSOFT Group V7.0 is used to calculate the stiffness matrices on the pile-soil interaction conditions. These matrices are then used together with the loads at TP (Transition Piece) obtained from GH-Bladed for the structural analysis of the hybrid substructure by ANSYS ASAS. The structural strength and deformation are evaluated to derive an ultimate structural safety of the hybrid substructure for various soil conditions and show that the first few natural frequencies of the substructure are heavily influenced by the wind turbine. Therefore, modal analysis is carried out through GH-Bladed to examine the resonance between the wind turbine and the hybrid substructure.


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## Body

## 1. Introduction

Offshore wind energy has gained attention in many countries as an alternative and reliable energy source since its potential has been recognized for long and mostly associated to the concept of nondestructive renewable energy. Therefore, many offshore wind farms are in the planning phase like in Europe, where wind farms will be established at greater water depths with larger turbines. In addition, towers and rotor-nacelles are being enlarged to respond to the need for higher gross generation of wind turbines. However, the accompanying enlargement of the substructure supporting these larger offshore wind turbines makes it strongly influenced by the effect of wave forces, which requires adopting new concepts for the substructure. Various substructures are available for the offshore wind turbines, such as the monopole, gravity-based structure, tripod, suction bucket, jacket, and floating platform. The type of substructure for the offshore wind turbine mainly depends on the water depth, turbine size, and soil conditions and has been studied by many researchers [1–6]. So far, less than twenty tripods have been installed in Europe. Thirty jacket foundations will also be installed at the Ormonde wind farms. Zaaijer [7] analyzed different substructures for a 6 MW wind turbine in 20 m water depth. Føreland et al. [8] designed mono-pile, gravity-based structure, jacket, and three-pile fixed support structures for 2.5, 5, and 10 MW wind turbines for different water depths to quantify the economic differences provided by different wind turbine foundation systems for the environmental conditions of the North Sea.The southwestern coast of the Korean peninsula is one of the most suitable places for the construction of offshore wind turbines. However, it is difficult to determine a proper substructure type because of the water depth range between 20 and 30 m and the very soft clay layer constituting the seabed in this area. This implies that a new substructure type suitable for the environmental characteristics of the southwestern coast of Korea must be developed.In the present study, the hybrid substructure is suggested for the offshore wind turbines to be installed in the Korean southwest offshore wind project by composing a multicylinder having different radii near free surface and a gravity substructure at the bottom of the multicylinder [9]. In addition, the reaction forces acting on the substructure due to the very large dead load of the offshore wind turbine require very firm foundations. Therefore, the pile-soil interaction model should be adequately chosen according to the analysis type by performing sensitivity analysis. Some guidelines such as DNV, API, and GL recommend the use of the full nonlinear model for extreme load cases and foundation design. In this study, the ENSOFT Group V7.0 is used to calculate the stiffness matrices for the pile-soil interaction conditions and these matrices are then used together with the loads at TP (Transition Piece) obtained from GH-Bladed for the structural analysis of the hybrid substructure by ANSYS ASAS. The structural strength and deformation are evaluated to derive an ultimate structural safety of the hybrid substructure for various soil conditions and show that the first few natural frequencies of substructure are heavily influenced by the wind turbine. Therefore, the first natural frequency of the substructure must be within the soft-stiff range in between the rotor frequency (1P) and the blade passing frequency (3P). Therefore, modal analysis is carried out through GH-Bladed to investigate the resonance between the wind turbine and the hybrid substructure. It is found that the suggested hybrid substructure can be effective for reducing the hydrodynamic effects and construction costs in the southwestern sea of South Korea.


## 2. Numerical Model and Environmental Conditions

### 2.1. Wind Turbine and Substructure Model

In the present study, the 3.0 MW wind turbine model of Doosan Heavy Industries is selected for the structural safety analysis of the hybrid substructure. The details of this wind turbine are provided in Table1.Table 1
Details of 3.0 MW wind turbine model.
Turbine parameters
Unit
Value
Rated power
MW
3.0
Configuration
—
3 blades
Design wind class
—
IEC IA
Rotor diameter
m
91.3
Hub height
m
80
Cut-in speed
m/s
3
Cut-out speed
m/s
25
Rated wind speed
m/s
13
Rated rotor speed
rpm
15.7The height of the hybrid substructure is 37.5 m from seabed and the water depth (MSL) is 20.0 m as shown in Figure1. Since the water particle velocity is the largest near free surface, the hybrid substructure is composed of a multicylinder having different radii near free surface to reduce the wave forces acting on the substructure and a gravity-based substructure at the bottom of the multicylinder to increase the stability against overturning moment. The multicylinder and the gravity-based substructure are, respectively, made of steel and concrete with 0.5 m thickness. The main dimensions and characteristics of the hybrid substructure are listed in Tables 2 and 3.Table 2
Dimensions of multicylinder (mm).
Multicylinder
Cylinder part
Joint part
Diameter
Thickness
Diameter
Thickness
Side cylinder
1220
30
1224
32
Center cylinder
2000
25
2024
37
Brace
600
20
624
32Table 3
Properties of materials.
Steel
Concrete
Density (kg/m3)
7850
2500
Young’s modulus (N/m2)
2.0 × 1011
3.0 × 1010
Shear modulus (N/m2)
7.692 × 1010
1.271 × 1010Figure 1
Geometrical configuration of the hybrid substructure.


### 2.2. Design Load Cases and Environmental Conditions

The structural safety analysis adopts design code IEC 61400-3 [10] and is carried out according to the ultimate design load cases (DLC) presented in Table 4.Table 4
Design load cases (DLC) for ultimate limit state.
DLC
Condition
Wave
Wind
1.1
Power production
Normal
Normal
1.3
Power production
Normal
Extreme
1.4
Power production
Normal
Extreme
1.5
Power production
Normal
Extreme
1.6a
Power production
Severe
Normal
2.1
Power production + control system fault
Normal
Normal
2.2
Power production + occurrence of fault
Normal
Normal
2.3
Power production + loss of electrical grid connection
Normal
Extreme
4.2
Normal shut-down + deterministic gust
Normal
Extreme
5.1
Emergency shut-down
Normal
Normal
6.1a
Idling
Extreme
Extreme
6.2a
Idling with grid loss
Extreme
Extreme
6.3a
Idling with extreme yaw misalignment
Extreme
Extreme
7.1a
Idling with pitch failure
Extreme
Extreme
8.1
Transport, assembly, maintenance, and repair
Normal
15 m/sThe wind and wave for the southwestern sea of South Korea are presented in Table5. In Table 5, FLS stands for fatigue limit state and ULS for ultimate limit state. The data at the selected site measured from July, 1979, to December, 2010, are used to estimate the extreme wind and wave conditions with return period of 50 years according to IEC61400-1 design standard. The extreme current velocities at free surface and seabed are 1.05 m/s and 0.54 m/s, respectively.Table 5
Environmental conditions.
Wind
Wave
Limit state
Normal
6.90 m/s
H
s = 1.48 m, T
p = 6.25 sec
FLS
Extreme
42.99 m/s
H
s = 6.87 m, T
p = 13.70 sec
ULS
Extreme design
42.99 m/s
H
d = 12.78 m, T
p = 13.70 sec
ULS


### 2.3. Stiffness for Pile-Soil Interaction

The interaction between the superstructure and foundation system intensifies with larger mass of the substructure. This indicates that this interaction contributes increasingly to the structural response of the total system increases. Based on the soil condition at the selected site, the stiffness matrices for the pile-soil interaction conditions are calculated using ENSOFT Group V7.0. The corresponding stiffness for the pile-soil interaction foundation system is provided in Tables7–10.


## 2.1. Wind Turbine and Substructure Model

In the present study, the 3.0 MW wind turbine model of Doosan Heavy Industries is selected for the structural safety analysis of the hybrid substructure. The details of this wind turbine are provided in Table1.Table 1
Details of 3.0 MW wind turbine model.
Turbine parameters
Unit
Value
Rated power
MW
3.0
Configuration
—
3 blades
Design wind class
—
IEC IA
Rotor diameter
m
91.3
Hub height
m
80
Cut-in speed
m/s
3
Cut-out speed
m/s
25
Rated wind speed
m/s
13
Rated rotor speed
rpm
15.7The height of the hybrid substructure is 37.5 m from seabed and the water depth (MSL) is 20.0 m as shown in Figure1. Since the water particle velocity is the largest near free surface, the hybrid substructure is composed of a multicylinder having different radii near free surface to reduce the wave forces acting on the substructure and a gravity-based substructure at the bottom of the multicylinder to increase the stability against overturning moment. The multicylinder and the gravity-based substructure are, respectively, made of steel and concrete with 0.5 m thickness. The main dimensions and characteristics of the hybrid substructure are listed in Tables 2 and 3.Table 2
Dimensions of multicylinder (mm).
Multicylinder
Cylinder part
Joint part
Diameter
Thickness
Diameter
Thickness
Side cylinder
1220
30
1224
32
Center cylinder
2000
25
2024
37
Brace
600
20
624
32Table 3
Properties of materials.
Steel
Concrete
Density (kg/m3)
7850
2500
Young’s modulus (N/m2)
2.0 × 1011
3.0 × 1010
Shear modulus (N/m2)
7.692 × 1010
1.271 × 1010Figure 1
Geometrical configuration of the hybrid substructure.


## 2.2. Design Load Cases and Environmental Conditions

The structural safety analysis adopts design code IEC 61400-3 [10] and is carried out according to the ultimate design load cases (DLC) presented in Table 4.Table 4
Design load cases (DLC) for ultimate limit state.
DLC
Condition
Wave
Wind
1.1
Power production
Normal
Normal
1.3
Power production
Normal
Extreme
1.4
Power production
Normal
Extreme
1.5
Power production
Normal
Extreme
1.6a
Power production
Severe
Normal
2.1
Power production + control system fault
Normal
Normal
2.2
Power production + occurrence of fault
Normal
Normal
2.3
Power production + loss of electrical grid connection
Normal
Extreme
4.2
Normal shut-down + deterministic gust
Normal
Extreme
5.1
Emergency shut-down
Normal
Normal
6.1a
Idling
Extreme
Extreme
6.2a
Idling with grid loss
Extreme
Extreme
6.3a
Idling with extreme yaw misalignment
Extreme
Extreme
7.1a
Idling with pitch failure
Extreme
Extreme
8.1
Transport, assembly, maintenance, and repair
Normal
15 m/sThe wind and wave for the southwestern sea of South Korea are presented in Table5. In Table 5, FLS stands for fatigue limit state and ULS for ultimate limit state. The data at the selected site measured from July, 1979, to December, 2010, are used to estimate the extreme wind and wave conditions with return period of 50 years according to IEC61400-1 design standard. The extreme current velocities at free surface and seabed are 1.05 m/s and 0.54 m/s, respectively.Table 5
Environmental conditions.
Wind
Wave
Limit state
Normal
6.90 m/s
H
s = 1.48 m, T
p = 6.25 sec
FLS
Extreme
42.99 m/s
H
s = 6.87 m, T
p = 13.70 sec
ULS
Extreme design
42.99 m/s
H
d = 12.78 m, T
p = 13.70 sec
ULS


## 2.3. Stiffness for Pile-Soil Interaction

The interaction between the superstructure and foundation system intensifies with larger mass of the substructure. This indicates that this interaction contributes increasingly to the structural response of the total system increases. Based on the soil condition at the selected site, the stiffness matrices for the pile-soil interaction conditions are calculated using ENSOFT Group V7.0. The corresponding stiffness for the pile-soil interaction foundation system is provided in Tables7–10.


## 3. Numerical Results and Discussion

### 3.1. Natural Frequencies and Resonance

For a modern wind turbine, the design criterion for the natural vibration characteristics of the offshore wind turbine is the so-called soft-stiff design. In this case, the lowest natural frequencies of the complete system fore-aft or side-to-side are adjusted so that they remain above the rotational frequency (1P) and below the blade passing frequency (3P) for the entire operating range of the turbine [11]. In order to evaluate the resonance between the wind turbine and the hybrid substructure, modal analysis is carried out through GH-Bladed for pile-soil interaction and fixed foundation system.Table11 and Figure 2 arrange, respectively, the natural frequencies and the mode shapes of the hybrid substructures considering pile-soil interaction and fixed foundation. The difference in the first mode frequency between pile-soil interaction and fixed condition is about 4.3%. Since the coupled stiffness between forces and moments is not considered in this study, the difference becomes larger for higher modes. In addition, the dynamic responses of the hybrid substructure are slightly influenced by this effect. Figure 3 plots the natural frequency of the hybrid substructure system obtained from modal analysis with respect to the spectrum density of the turbine and the wave condition. It is found that the natural frequency of the hybrid substructure system stands between the turbine’s natural frequency (1P) and the blade’s passing frequency (3P). Accordingly, there is no possibility of resonance to occur between the wind turbine and the hybrid substructure.Figure 2
Comparison of mode shapes of hybrid substructure.Figure 3
Comparison of hybrid substructure on the spectrum density of wind turbine and wave.


### 3.2. Wave Force Evaluation

Figures4 and 5 compare, respectively, the wave forces and the wave moments of the hybrid substructure and the mono-pile for various water depths. The properties of the mono-pile are based on Espinosa’s model [12] and its diameter is 6 m. The water depths corresponding to the lowest still water level (LSWL), mean sea level (MSL), and highest still water level (HSWL) are 15.44 m, 20.00 m, and 24.56 m, respectively. In the comparison, the calculated total wave forces are divided by the incident wave amplitude (H/2) and the wave moments are calculated at seabed. Since the wave force is closely related to the wetted surface of the substructure and the largest water particle velocity occurs near free surface, the wave forces and moments on the mono-pile increase gradually with larger water depth. The largest wave forces on the hybrid substructure are observed at LSWL because the gravity-based substructure is located at seabed. However, the wave forces on the hybrid substructure decrease gradually with larger water depth due to the reduction of the wave forces acting on the gravity-based substructure with increasing water depth. This indicates that installing the multicylinder near free surface can be effective for decreasing the wave forces. The peak wave forces at MSL and HSWL decrease by about 19% and 32% compared to the peak value at LSWL. Moreover, the suggested hybrid substructure appears to be very effective for increasing the stability against overturning moment since the hybrid substructure experiences extremely small variation compared to the large variation encountered by the mono-pile.Figure 4
Comparison of wave forces for various water depths.Figure 5
Comparison of wave moments for various water depths.


### 3.3. Structural Results

The dynamic responses of the offshore wind turbine supported by the hybrid substructure are investigated for various design load cases (DLC) based on IEC 61400-3 [10] design code. The loads at TP (Transition Piece) obtained from GH-Bladed are presented in Table 12. In the present study, the values at TP for DLC 6.2ja-2 (idling with grid loss condition) are used because they are the largest among all the DLC. Figures 6 and 7 show the time histories of the forces and the moments at TP.Figure 6
Wind forces at TP for DLC 6.2ja-2.Figure 7
Wind moments at TP for DLC 6.2ja-2.Using the wind loads at TP and the stiffness matrices for pile-soil foundation system, the structural analysis of the hybrid substructure is carried out for various water depths using ANSYS ASAS. The 9th-order stream function wave theory is adopted to model the design wave that is regular wave withH
=
12.78 m and T
=
13.76 sec. The structural results are summarized in Table 13. A safety factor of 1.35 is applied for all cases. The displacements with pile-soil condition are larger than those with fixed condition but the results exhibit very different patterns. The displacement and the bending moment at MSL are largest in all cases since the middle brace is strongly influenced by the wave forces. The combined stress is concentrated at the connecting part between the multicylinder and the concrete cone and shows also large variation. Therefore, this connecting part should be examined explicitly in order to achieve reliable design of the substructure. The structural displacement and the bending moment at MSL are plotted in Figures 8–11 for various soil conditions. Since the loads at TP are larger than the wave forces acting on the substructure, the time histories of the displacement and bending moment do not present regular pattern, which means that the substructure is mainly influenced by the wind forces acting on the offshore wind turbine.Figure 8
Comparison of displacements with regular wave at MSL.
(a)
Pile-soil condition
(b)
Fixed conditionFigure 9
Maximum displacements with regular wave at MSL.Figure 10
Comparison of bending moments with regular wave at MSL.
(a)
Pile-soil condition
(b)
Fixed conditionFigure 11
Maximum bending moments with regular wave at MSL.The JONSWAP wave spectrum is used to model irregular wave condition withH= 6.87 m andT= 13.70 sec. The JONSWAP wave spectrum was developed during the Joint North Sea Wave Project by Hasselmann et al. [13] based on the fact that the wave spectrum is never fully developed. These authors suggested using the family of JONSWAP wave spectra in the design of an offshore structure in a fetch limited area. Therefore, the JONSWAP wave spectrum is applicable to this study. Here also, a safety factor of 1.35 is applied for all cases. The structural results for various water depths are summarized in Table 14. The largest displacement is observed at HSWL. The difference in the displacement at HSWL between pile-soil interaction condition and fixed condition is about 0.0077 m and is smaller than the minimum displacement under pile-soil interaction condition. The dynamic responses exhibit different patterns according to the wave depth and the displacement is strongly influenced by the soil conditions. The structural displacement and the bending moment at HSWL are plotted in Figures 12–15 for various soil conditions.Figure 12
Comparison of displacements with irregular wave at HSWL.
(a)
Pile-soil condition
(b)
Fixed conditionFigure 13
Maximum displacements with irregular wave at HSWL.Figure 14
Comparison of bending moments with irregular wave at HSWL.
(a)
Pile-soil condition
(b)
Fixed conditionFigure 15
Maximum bending moments with irregular wave at HSWL.The structural members and the joints connecting two or more structural members should be checked according to recognized standard. In the present study, ISO 19902 [14] is used for the check of the hybrid substructure under extreme design condition and a value of 250 MPa is adopted for the yield stress of steel. Tables 15–18 show the member unity checks and the joint unity checks for various water depths. The values under regular wave are larger than those under irregular wave. The values with pile-soil condition are larger than those with fixed condition for regular wave but happen to be smaller in case of irregular wave. The values at MSL are the largest for regular wave condition and the values at HSWL are the largest for irregular wave condition. This means that the dynamic response of the hybrid substructure is strongly influenced by the wave conditions. The member unity checks for yield 2 at MSL and the joint unity checks for combined (axial + bending) at HSWL are plotted in Figures 16 and 17, respectively. Noting that a value less than 1.0 indicates the satisfaction of the recognized standard, it appears that the structural members and the joints of the hybrid substructure system satisfy the ULS design condition in all cases.Figure 16
Member unity checks for yield 2 at MSL.
(a)
Regular wave
(b)
Irregular waveFigure 17
Joint unity checks for combined (axial + bending) at HSWL.
(a)
Regular wave
(b)
Irregular wave


## 3.1. Natural Frequencies and Resonance

For a modern wind turbine, the design criterion for the natural vibration characteristics of the offshore wind turbine is the so-called soft-stiff design. In this case, the lowest natural frequencies of the complete system fore-aft or side-to-side are adjusted so that they remain above the rotational frequency (1P) and below the blade passing frequency (3P) for the entire operating range of the turbine [11]. In order to evaluate the resonance between the wind turbine and the hybrid substructure, modal analysis is carried out through GH-Bladed for pile-soil interaction and fixed foundation system.Table11 and Figure 2 arrange, respectively, the natural frequencies and the mode shapes of the hybrid substructures considering pile-soil interaction and fixed foundation. The difference in the first mode frequency between pile-soil interaction and fixed condition is about 4.3%. Since the coupled stiffness between forces and moments is not considered in this study, the difference becomes larger for higher modes. In addition, the dynamic responses of the hybrid substructure are slightly influenced by this effect. Figure 3 plots the natural frequency of the hybrid substructure system obtained from modal analysis with respect to the spectrum density of the turbine and the wave condition. It is found that the natural frequency of the hybrid substructure system stands between the turbine’s natural frequency (1P) and the blade’s passing frequency (3P). Accordingly, there is no possibility of resonance to occur between the wind turbine and the hybrid substructure.Figure 2
Comparison of mode shapes of hybrid substructure.Figure 3
Comparison of hybrid substructure on the spectrum density of wind turbine and wave.


## 3.2. Wave Force Evaluation

Figures4 and 5 compare, respectively, the wave forces and the wave moments of the hybrid substructure and the mono-pile for various water depths. The properties of the mono-pile are based on Espinosa’s model [12] and its diameter is 6 m. The water depths corresponding to the lowest still water level (LSWL), mean sea level (MSL), and highest still water level (HSWL) are 15.44 m, 20.00 m, and 24.56 m, respectively. In the comparison, the calculated total wave forces are divided by the incident wave amplitude (H/2) and the wave moments are calculated at seabed. Since the wave force is closely related to the wetted surface of the substructure and the largest water particle velocity occurs near free surface, the wave forces and moments on the mono-pile increase gradually with larger water depth. The largest wave forces on the hybrid substructure are observed at LSWL because the gravity-based substructure is located at seabed. However, the wave forces on the hybrid substructure decrease gradually with larger water depth due to the reduction of the wave forces acting on the gravity-based substructure with increasing water depth. This indicates that installing the multicylinder near free surface can be effective for decreasing the wave forces. The peak wave forces at MSL and HSWL decrease by about 19% and 32% compared to the peak value at LSWL. Moreover, the suggested hybrid substructure appears to be very effective for increasing the stability against overturning moment since the hybrid substructure experiences extremely small variation compared to the large variation encountered by the mono-pile.Figure 4
Comparison of wave forces for various water depths.Figure 5
Comparison of wave moments for various water depths.


## 3.3. Structural Results

The dynamic responses of the offshore wind turbine supported by the hybrid substructure are investigated for various design load cases (DLC) based on IEC 61400-3 [10] design code. The loads at TP (Transition Piece) obtained from GH-Bladed are presented in Table 12. In the present study, the values at TP for DLC 6.2ja-2 (idling with grid loss condition) are used because they are the largest among all the DLC. Figures 6 and 7 show the time histories of the forces and the moments at TP.Figure 6
Wind forces at TP for DLC 6.2ja-2.Figure 7
Wind moments at TP for DLC 6.2ja-2.Using the wind loads at TP and the stiffness matrices for pile-soil foundation system, the structural analysis of the hybrid substructure is carried out for various water depths using ANSYS ASAS. The 9th-order stream function wave theory is adopted to model the design wave that is regular wave withH
=
12.78 m and T
=
13.76 sec. The structural results are summarized in Table 13. A safety factor of 1.35 is applied for all cases. The displacements with pile-soil condition are larger than those with fixed condition but the results exhibit very different patterns. The displacement and the bending moment at MSL are largest in all cases since the middle brace is strongly influenced by the wave forces. The combined stress is concentrated at the connecting part between the multicylinder and the concrete cone and shows also large variation. Therefore, this connecting part should be examined explicitly in order to achieve reliable design of the substructure. The structural displacement and the bending moment at MSL are plotted in Figures 8–11 for various soil conditions. Since the loads at TP are larger than the wave forces acting on the substructure, the time histories of the displacement and bending moment do not present regular pattern, which means that the substructure is mainly influenced by the wind forces acting on the offshore wind turbine.Figure 8
Comparison of displacements with regular wave at MSL.
(a)
Pile-soil condition
(b)
Fixed conditionFigure 9
Maximum displacements with regular wave at MSL.Figure 10
Comparison of bending moments with regular wave at MSL.
(a)
Pile-soil condition
(b)
Fixed conditionFigure 11
Maximum bending moments with regular wave at MSL.The JONSWAP wave spectrum is used to model irregular wave condition withH= 6.87 m andT= 13.70 sec. The JONSWAP wave spectrum was developed during the Joint North Sea Wave Project by Hasselmann et al. [13] based on the fact that the wave spectrum is never fully developed. These authors suggested using the family of JONSWAP wave spectra in the design of an offshore structure in a fetch limited area. Therefore, the JONSWAP wave spectrum is applicable to this study. Here also, a safety factor of 1.35 is applied for all cases. The structural results for various water depths are summarized in Table 14. The largest displacement is observed at HSWL. The difference in the displacement at HSWL between pile-soil interaction condition and fixed condition is about 0.0077 m and is smaller than the minimum displacement under pile-soil interaction condition. The dynamic responses exhibit different patterns according to the wave depth and the displacement is strongly influenced by the soil conditions. The structural displacement and the bending moment at HSWL are plotted in Figures 12–15 for various soil conditions.Figure 12
Comparison of displacements with irregular wave at HSWL.
(a)
Pile-soil condition
(b)
Fixed conditionFigure 13
Maximum displacements with irregular wave at HSWL.Figure 14
Comparison of bending moments with irregular wave at HSWL.
(a)
Pile-soil condition
(b)
Fixed conditionFigure 15
Maximum bending moments with irregular wave at HSWL.The structural members and the joints connecting two or more structural members should be checked according to recognized standard. In the present study, ISO 19902 [14] is used for the check of the hybrid substructure under extreme design condition and a value of 250 MPa is adopted for the yield stress of steel. Tables 15–18 show the member unity checks and the joint unity checks for various water depths. The values under regular wave are larger than those under irregular wave. The values with pile-soil condition are larger than those with fixed condition for regular wave but happen to be smaller in case of irregular wave. The values at MSL are the largest for regular wave condition and the values at HSWL are the largest for irregular wave condition. This means that the dynamic response of the hybrid substructure is strongly influenced by the wave conditions. The member unity checks for yield 2 at MSL and the joint unity checks for combined (axial + bending) at HSWL are plotted in Figures 16 and 17, respectively. Noting that a value less than 1.0 indicates the satisfaction of the recognized standard, it appears that the structural members and the joints of the hybrid substructure system satisfy the ULS design condition in all cases.Figure 16
Member unity checks for yield 2 at MSL.
(a)
Regular wave
(b)
Irregular waveFigure 17
Joint unity checks for combined (axial + bending) at HSWL.
(a)
Regular wave
(b)
Irregular wave


## 4. Conclusions

The hybrid substructure for 3 MW offshore wind turbine is newly suggested to reduce the wave forces acting on the substructure and to increase the stability against overturning moment. The comparison of the wave forces and moments between the hybrid substructure and the mono-pile revealed that installing the multicylinder near free surface can be effective for decreasing the wave forces and installing the gravity-based substructure at the seabed can be very effective for increasing the stability against overturning moment. The structural analysis of the hybrid substructure was carried out by ANSYS ASAS for various wave conditions using the wind forces obtained from GH-Bladed and the stiffness matrices for pile-soil foundation system and showed that the dynamic responses of the hybrid substructure were strongly influenced by the soil conditions (Table6) and the wave conditions. The hybrid substructure system was also seen to secure structural safety with respect to ULS (ultimate limit state) design condition for all wave conditions. In addition, the comparison of the first natural frequency with 1P and 3P frequencies showed that the hybrid substructure exhibited soft-stiff design properties and indicated that resonance between the wind turbine and the hybrid substructure would not occur. Consequently, the suggested hybrid substructure can be effective for reducing the hydrodynamic effects and construction costs for the future wind turbines to be installed in the southwestern sea of South Korea.Table 6
Soil conditions.
Depth(m)
SPT(N)
Density(kN/m3)
Adhesion(kPa)
Internal friction angle (°)
Silty sand
0.0~7.5
5/30~16/30
19.0
—
27
Silty clay
7.5~10.5
4/30~12/30
18.5
44.5
—
Silty sand
10.5~24.3
24/30~50/27
19.0
—
38
Weathered soil
24.3~27.0
50/15
19.0
25
31
Weathered rock
27.0~34.0
50/7~50/3
21.0
34
32Table 7
Stiffness forF
x versus U
x (F
y versus U
y).
Displacement,U
x (m)
Load,F
x (N)
0
0
0.0015
1.127 × 106
0.00319
2.255 × 106
0.00494
3.382 × 106
0.00672
4.510 × 106
0.00852
5.637 × 106
0.0103
6.764 × 106
0.0122
7.892 × 106
0.014
9.019 × 106
0.0159
1.015 × 107
0.0179
1.127 × 107Table 8
Stiffness forF
z versus U
z.
Displacement,U
z (m)
Load,F
z (N)
0
0
3.47 × 10−4
2.063 × 106
6.93 × 10−4
4.126 × 106
0.00105
6.189 × 106
0.00142
8.252 × 106
0.00178
1.031 × 107
0.00214
1.238 × 107
0.0025
1.444 × 107
0.00286
1.650 × 107
0.00323
1.857 × 107
0.00359
2.063 × 107Table 9
Stiffness forM
x versus R
x (M
y versus R
y).
Displacement,R
x (rad)
Load,M
x (Nm)
0
0
1.31 × 10−4
2.200 × 107
2.65 × 10−4
4.401 × 107
4.01 × 10−4
6.601 × 107
5.47 × 10−4
8.801 × 107
6.99 × 10−4
1.10 × 108
9.41 × 10−4
1.32 × 108
0.0012
1.54 × 108
0.00153
1.76 × 108
0.00189
1.98 × 108
0.00225
2.20 × 108Table 10
Stiffness forM
z versus R
z.
Displacement,R
z (rad)
Load,M
z (Nm)
0
0
1.0
2.21 × 109Table 11
Natural frequencies of hybrid substructure (Hz).
Mode
Pile-soil interaction
Fixed condition
Difference (%)
1
0.375
0.392
4.3
2
0.377
0.394
4.3
3
0.867
1.209
28.2
4
0.886
1.873
52.6
5
1.534
1.873
18.0
6
1.534
2.043
24.9
7
1.888
2.256
16.3
8
2.060
4.330
52.4
9
2.641
5.179
49.0
10
2.641
5.179
49.0Table 12
Extreme values at TP due to extreme wind.
Load case
M
z (kN·m)
M
y (kN·m)
M
x (kN·m)
F
z (kN)
F
y (kN)
F
x (kN)
Safety factor
M
x
Max
DLC2.2cc+6
9456.5
18087
13125
-
3827.3
225.9
-
318.4
1.10
M
x
Min
DLC2.2cc+6
-
10008
-
8834.0
-
22000
-
3665.7
-
378.1
138.2
1.10
M
y
Max
DLC6.2cc-6
1866.1
51227
9174.7
-
3738.2
214.1
-
927.3
1.10
M
y
Min
DLC6.2ja-2
-
1830.9
-
52925
-
1609.6
-
3749.0
-
38.1
969.4
1.10
M
z
Max
DLC1.4af2
283.4
3677.1
46109
-
4652.0
729.5
-
8.73
1.35
M
z
Min
DLC1.4bf2
-
2726.2
-
10127
-
47158
-
4580.9
-
629.8
177.0
1.35
M
y
z
Max
DLC6.2ja-2
-
1830.9
-
52925
-
1609.6
-
3749.0
-
38.1
969.4
1.10
M
y
z
Min
DLC2.2da+7
47.3
0.16
2.11
-
3726.7
15.4
-
1.03
1.10
F
x
Max
DLC7.1aa6-5
-
5.34
-
192.6
11270
-
3510.0
236.5
-
9.91
1.10
F
x
Min
DLC1.1k-2
3983.2
4726.5
29063
-
5254.3
460.3
-
11.2
1.50
F
y
Max
DLC1.1g-1
-
419.8
2944.5
44202
-
5152.8
756.1
-
4.80
1.50
F
y
Min
DLC1.4bf4
-
3216.8
-
10304
-
46468
-
4557.8
-
654.2
179.2
1.35
F
z
Max
DLC6.2ja-2
-
1831.3
-
52815
-
1962.0
-
3755.3
-
45.4
970.4
1.10
F
z
Min
DLC6.2dc-3
1928.2
50715
-
1722.4
-
3789.9
-
2.68
-
942.4
1.10
F
y
z
Max
DLC6.2ja-2
-
1831.3
-
52815
-
1962.0
-
3755.3
-
45.4
970.4
1.10
F
y
z
Min
DLC2.1ab3+6
17.8
-
89.3
-
505.1
-
4597.6
-
0.015
0.013
1.35Table 13
Structural results under regular wave condition.
LSWL
MSL
HSWL
Pile-soil
Fixed
Pile-soil
Fixed
Pile-soil
Fixed
Displacement (m)
Max
0.0620
0.0508
0.0802
0.0686
0.0728
0.0615
Min
0.0115
0.0000
0.0119
0.0000
0.0117
0.0000
Axial force (MN)
Max
2.8239
2.824
2.8254
2.8264
2.8364
2.8364
Min
-
74.888
-
74.888
-
93.499
-
93.489
-
113.01
-
113.01
Shear force (MN)
Max
8.0512
11.496
7.8327
10.838
9.779
9.7793
Min
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Bending moment (MN·m)
Max
84.369
89.679
109.07
110.93
97.144
97.147
Min
0.0000
0.0002
0.0001
0.0001
0.0000
0.0000
Torsional moment (MN·m)
Max
2.3783
2.3783
3.0623
3.0932
2.699
2.4025
Min
-
2.3166
-
2.3166
-
3.0115
-
3.0412
-
2.6511
-
2.372Table 14
Structural results under irregular wave condition.
LSWL
MSL
HSWL
Pile-soil
Fixed
Pile-soil
Fixed
Pile-soil
Fixed
Displacement (m)
Max
0.0340
0.0251
0.0378
0.0305
0.0437
0.0359
Min
0.0093
0.0000
0.0084
0.0000
0.0092
0.0000
Axial force (MN)
Max
2.2824
2.8266
2.2828
2.8335
2.847
2.847
Min
-
82.77
-
82.767
-
10.092
-
10.091
-
119.06
-
119.06
Shear force (MN)
Max
7.2287
10.787
6.1829
9.1615
8.0996
8.0999
Min
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
Bending moment (MN·m)
Max
34.109
46.133
33.927
42.136
45.724
45.727
Min
0.0000
0.0001
0.0000
0.0000
0.0000
0.0000
Torsional moment (MN·m)
Max
2.3784
2.3785
2.3786
2.379
2.38
2.38
Min
-
2.3167
-
2.3168
-
2.317
-
2.3174
-
2.3185
-
2.3185Table 15
Member unity checks for regular wave.
LSWL
MSL
HSWL
Pile-soil
Fixed
Pile-soil
Fixed
Pile-soil
Fixed
Axial
0.14359
0.14354
0.14295
0.14269
0.13998
0.13998
Shear
0.19755
0.19487
0.27729
0.27351
0.24710
0.24710
Bending
0.52860
0.51713
0.61652
0.60624
0.53309
0.53309
Torsion
0.02232
0.02232
0.02232
0.02232
0.02232
0.02232
Yield 1
0.39809
0.39115
0.58153
0.57361
0.50640
0.50640
Yield 2
0.59662
0.58563
0.68441
0.67472
0.59856
0.59857Table 16
Member unity checks for irregular wave.
LSWL
MSL
HSWL
Pile-soil
Fixed
Pile-soil
Fixed
Pile-soil
Fixed
Axial
0.15328
0.15321
0.15296
0.15275
0.15154
0.15154
Shear
0.10457
0.10489
0.13127
0.13303
0.16796
0.16797
Bending
0.23846
0.24313
0.29839
0.30532
0.34586
0.34586
Torsion
0.02626
0.02626
0.02626
0.02626
0.02626
0.02626
Yield 1
0.26791
0.26798
0.26823
0.26844
0.35680
0.35680
Yield 2
0.30494
0.30978
0.36472
0.37194
0.41247
0.41247Table 17
Joint unity checks for regular wave.
LSWL
MSL
HSWL
Pile-soil
Fixed
Pile-soil
Fixed
Pile-soil
Fixed
Axial
0.05868
0.05920
0.03708
0.03753
0.02884
0.02884
In-plane bending
0.75487
0.74347
0.94235
0.94135
0.92134
0.92134
Out-of-plane bending
0.11832
0.11895
0.11375
0.01131
0.09605
0.09605
Combined (axial + bending)
0.69249
0.67478
0.96058
0.96008
0.94048
0.94049Table 18
Joint unity checks for irregular wave.
LSWL
MSL
HSWL
Pile-soil
Fixed
Pile-soil
Fixed
Pile-soil
Fixed
Axial
0.02433
0.02420
0.02161
0.02181
0.02121
0.02121
In-plane bending
0.37216
0.37455
0.48123
0.48824
0.61702
0.61703
Out-of-plane bending
0.06896
0.07041
0.06833
0.06973
0.07128
0.07128
Combined (axial + bending)
0.20636
0.20991
0.30202
0.30911
0.44869
0.44870



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*Source: 8089426-2016-08-18.xml*