ABSTRACT
Offshore wind turbines are relatively complex structural and mechanical systems located in a highly demanding environment. Boundary conditions are intrinsically time-variable and space-dependent, both as loads and as constraints. Furthermore, different structural configurations must be handled: in fact, one has to pass from complete functionality to rotor stop. In consideration to the fact that in Italy, the construction of offshore wind farms for power production is currently under consideration, the aim of this paper is to corroborate the basis of design of offshore wind turbines, as a support to the decision making, having as a specific objective the structural design of the structure. In doing so, a systemic decomposition of the
relevant elements, both physical related (e.g. the constituting parts) and due to the external conditions (that lead to the identification of the structural loads) is performed. A necessary
reference to the Codes and Standards is coherently given, to develop a sound basis of design.
The 4th International Conference on
Advances in Structural Engineering and Mechanics (ASEM'08)
Jeju, Korea, May 26-28, 2008
A Presentation About The Introduction Of Finite Element Analysis (With Example Problem) ... (Download It To Get More Out Of It: Animations Don't Work In Preview) ... !
A Presentation About The Introduction Of Finite Element Analysis (With Example Problem) ... (Download It To Get More Out Of It: Animations Don't Work In Preview) ... !
Harbour engineering - Railways, airports, docks and harbour engineering (RAHE)Shanmugasundaram N
Definition of Basic Terms: Harbour, Port, Satellite Port, Docks, Waves and Tides – Planning and Design of Harbours: Harbour Layout and Terminal Facilities – Coastal Structures: Piers, Break waters, Wharves, Jetties, Quays, Spring Fenders, Dolphins and Floating Landing Stage – Inland Water Transport – Wave action on Coastal Structures and Coastal Protection Works – Coastal Regulation Zone, 2011
What is a continuous structure?
How to analyse the vibration of string, bars and shafts?
How to analyse the vibration of beams?
#WikiCourses
https://wikicourses.wikispaces.com/Topic+Vibration+of+Continuous+Structures
https://eau-esa.wikispaces.com/Vibration+of+structures
Effect of tendon profile on deflections – Factors
influencing deflections – Calculation of deflections – Short term and long term deflections - Losses
of prestress
constant strain triangular which is used in analysis of triangular in finite element method with the help of shape function and natural coordinate system.
A wall or upright or vertical faced breakwater is defined as a big regular wall raised to construct a harbor basin on solid natural or/and artificial foundation to resist the forces and their components generated by incoming water and waves.
Basis of design and numerical modeling of offshore wind turbinesFranco Bontempi
Offshore wind turbines are relatively complex structural and mechanical systems located in a
highly demanding environment. In the present paper the fundamental aspects and the major issues related
to the design of these special structures are outlined. Particularly, a systemic approach is proposed for a
global design of such structures, in order to handle coherently their different parts: the decomposition of
these structural systems, the required performance and the acting loads are all considered under this
philosophy. According to this strategy, a proper numerical modeling requires the adoption of a suitable
technique in order to organize the qualitative and quantitative assessments in various sub-problems, which
can be solved by means of sub-models at different levels of detail, for both structural behavior and loads
simulation. Specifically, numerical models are developed to assess the safety performances under
aerodynamic and hydrodynamic actions. In order to face the problems of the actual design of a wind farm
in the Mediterranean Sea, in this paper, three schemes of turbines support structures have been considered
and compared: the mono pile, the tripod and the jacket support structure typologies.
In recent years more and more demanding structures are designed, built and operated
to satisfy the increasing needs of the Society. This kind of structures can be denoted
as complex ones. Among large constructions arrangements, Offshore Wind Turbines
(OWT) are definitely complex structural systems, being this complexity related to
different aspects such as hard nonlinearities, wide uncertainties and strong
interactions, either among the single parts or between the whole structure and the
design environment.
On the whole, the quality of a complex system is denoted by the idea of
dependability, while for a structure the performances are connected to the property of
structural integrity, considered as the completeness and consistency of the structural
configuration. Even if these concepts have been originally developed, respectively, in
computer science and for aerospace applications they can be applied to other high
performance systems as OWT.
The present paper will show some specific aspects of the modern approach
for the design and the analysis of complex structural systems. In the first part of the
paper, the general aspects are recalled like the System Engineering approach and the
Performance-based Design. Attention is devoted to some important aspects, such as
the structure breakdown and the safety and performance allocations. In the second
part of the paper, a basic application of the concepts introduced is presented.
Harbour engineering - Railways, airports, docks and harbour engineering (RAHE)Shanmugasundaram N
Definition of Basic Terms: Harbour, Port, Satellite Port, Docks, Waves and Tides – Planning and Design of Harbours: Harbour Layout and Terminal Facilities – Coastal Structures: Piers, Break waters, Wharves, Jetties, Quays, Spring Fenders, Dolphins and Floating Landing Stage – Inland Water Transport – Wave action on Coastal Structures and Coastal Protection Works – Coastal Regulation Zone, 2011
What is a continuous structure?
How to analyse the vibration of string, bars and shafts?
How to analyse the vibration of beams?
#WikiCourses
https://wikicourses.wikispaces.com/Topic+Vibration+of+Continuous+Structures
https://eau-esa.wikispaces.com/Vibration+of+structures
Effect of tendon profile on deflections – Factors
influencing deflections – Calculation of deflections – Short term and long term deflections - Losses
of prestress
constant strain triangular which is used in analysis of triangular in finite element method with the help of shape function and natural coordinate system.
A wall or upright or vertical faced breakwater is defined as a big regular wall raised to construct a harbor basin on solid natural or/and artificial foundation to resist the forces and their components generated by incoming water and waves.
Basis of design and numerical modeling of offshore wind turbinesFranco Bontempi
Offshore wind turbines are relatively complex structural and mechanical systems located in a
highly demanding environment. In the present paper the fundamental aspects and the major issues related
to the design of these special structures are outlined. Particularly, a systemic approach is proposed for a
global design of such structures, in order to handle coherently their different parts: the decomposition of
these structural systems, the required performance and the acting loads are all considered under this
philosophy. According to this strategy, a proper numerical modeling requires the adoption of a suitable
technique in order to organize the qualitative and quantitative assessments in various sub-problems, which
can be solved by means of sub-models at different levels of detail, for both structural behavior and loads
simulation. Specifically, numerical models are developed to assess the safety performances under
aerodynamic and hydrodynamic actions. In order to face the problems of the actual design of a wind farm
in the Mediterranean Sea, in this paper, three schemes of turbines support structures have been considered
and compared: the mono pile, the tripod and the jacket support structure typologies.
In recent years more and more demanding structures are designed, built and operated
to satisfy the increasing needs of the Society. This kind of structures can be denoted
as complex ones. Among large constructions arrangements, Offshore Wind Turbines
(OWT) are definitely complex structural systems, being this complexity related to
different aspects such as hard nonlinearities, wide uncertainties and strong
interactions, either among the single parts or between the whole structure and the
design environment.
On the whole, the quality of a complex system is denoted by the idea of
dependability, while for a structure the performances are connected to the property of
structural integrity, considered as the completeness and consistency of the structural
configuration. Even if these concepts have been originally developed, respectively, in
computer science and for aerospace applications they can be applied to other high
performance systems as OWT.
The present paper will show some specific aspects of the modern approach
for the design and the analysis of complex structural systems. In the first part of the
paper, the general aspects are recalled like the System Engineering approach and the
Performance-based Design. Attention is devoted to some important aspects, such as
the structure breakdown and the safety and performance allocations. In the second
part of the paper, a basic application of the concepts introduced is presented.
Offshore wind turbines are relatively complex structural and mechanical systems located ina highly demanding environment. In this study, the fundamental aspects and major issues related to the design of such structures are inquired. The system approach is proposed to carry out the design of the structural parts: in accordance with this philosophy, a decomposition of the system (environment, structure, actions/loads) and of the structural
performance is carried out, in order to organize the qualitative and quantitative assessment in various sub-problems. These can be faced by sub-models of different complexity both for the structural behavior and for the load models. Numerical models are developed to assess the safety performance under aerodynamic and hydrodynamic actions. In the structural analyses, three types of turbine support structures have been considered and compared: a
monopile, a tripod and a jacket.
Apprioprate Boundary Condition for FEA of member isolated from global modelAun Haider
The wing of a fighter aircraft has various structural members which support aerodynamic and
inertial loads, and transmit these loads to the fuselage. As a foremost step to evaluate the structural
behaviour of the wing assembly, component contribution analysis is carried out. A finite element
analysis of wing tulip of fighter aircraft isolated from the wing was performed under the design
load case. Since aircraft wing is a statically indeterminate structure, reaction forces and moments
at the supports depend upon the stiffness characteristics of the wing itself. In addition, stiffness of
wing also affects the distribution of load and resulting deformation of the wing. These require that
support structure of tulip isolated from the global wing model is represented by appropriate boundary
conditions for the analysis. A comparative study for three boundary conditions (fixed support, nodal
displacements and elastic support) was carried out to determine the representative boundary
condition for the analysis of structural members isolated from the global model. It was found that
elastic support represents the stiffness of the global model and is a more appropriate boundary
condition for the analysis of local models which are isolated from a global model.
Advanced Topics in Offshore Wind Turbines DesignFranco Bontempi
Offshore Wind Turbine (OWT) is a relatively complex structural and mechanical
system located in a highly demanding environment. In this study the fundamental
aspects and the major issues related to the design of such structures are inquired. The
System Approach is proposed to carry out the design of the structural parts: in
accordance with this philosophy, decomposition of the system (environment,
structure, actions/loads) and of the structural performance is carried out in order to
organize the qualitative and quantitative assessments in various sub-problems. These
aspects can be faced by sub-models of different involvedness both for the structural
behavior and for the load models. Numerical models are developed accordingly to
assess safety, performance and robustness under aerodynamic and hydrodynamic
actions.
what is air borne wind energy system and how it is work and types of wind energy system history of air borne wind energy system mathematical calculation related to awes all are in this pdf
Goal: SAFEPOWER has received funding from the European Union’s Horizon 2020 research and innovation programme under grant agreement No 687902.
SAFEPOWER’s goal is to enable the development of low power mixed-criticality systems through the provision of a reference architecture, platforms and tools to facilitate the development, testing, and validation of these kinds of systems according to the market needs
It is expected that the SAFEPOWER reference architecture and platforms will enable the integration and partitioning of mixed-criticality applications on a single device while reducing the total power consumption by 50%, compared to the non-integrated multi-chip implementation. To address this goal, SAFEPOWER needs to address a number of technology development challenges, that will afterwards be applied to the main project outputs, namely the SAFEPOWER low power reference architecture, the platforms and tools for the development, testing, and validation of low power mixed criticality systems.
PROJECT PARTNER(S):IKERLAN, S. Coop.CAF Signalling, S.L.fent Innovative Software SolutionsImperas Software Ltd.Kungliga Tekniska Högskolan (Royal Institute of Technology)SAAB ABUniversität Siegen
Methods: Railway Engineering, Energy Efficiency, Multi-Core Systems, Safety-Critical Systems, Industrial Safety, Avionics, MPSOCs, NoC, Fault Tolerance, Scheduling Theory, Power Management, Dependable Systems, MIXED CRITICALITY, predictable architectures and communication, Low Power Techniques, ENERGY MINIMIZATION TECHNIQUES, Energy and Power efficiency, Low power multicore embedded systems, Fault Isolation, hypervisor
Social media links:
a.Twitter : https://twitter.com/SAFEPOWER_H2020
b.Linkdin : https://www.linkedin.com/groups/7045467
d. Website : http://safepower-project.eu/
d.ResearchGate : https://www.researchgate.net/project/SAFEPOWER
Dynamic Analysis of an Offshore Wind Turbine: Wind-Waves Nonlinear InteractionFranco Bontempi
An offshore wind turbine can be considered as a relatively complex structural system
since several environmental factors (e.g. wind and waves) affect its dynamic
behavior by generating both an active load and a resistant force to the structure’s
deformation induced by simultaneous actions. Besides the stochastic nature, also
their mutual interaction should be considered as nonlinear phenomena could be
crucial for optimal and cost-effective design. Another element of complexity lies in
the presence of different parts, each one with its peculiar features, whose mutual
interaction determines the overall dynamic response to non-stationary environmental
and service loads. These are the reasons why a proper and safe approach to the
analysis and design of offshore wind turbines requires a suitable technique for
carrying out a structural and performances decomposition along with the adoption of
advanced computation tools. In this work a finite element model for coupled windwaves
analysis is presented and the results of the dynamic behavior of a monopiletype
support structure for offshore wind turbine are shown.
Design Knowledge Gain by Structural Health MonitoringFranco Bontempi
The design of complex structures should be based on advanced approaches able to take into account the behavior of the constructions during their entire life-cycle. Moreover, an effective design method should consider that the modern constructions are usually complex systems, characterized by strong interactions among the single components and with the design environment.
A modern approach, capable of adequately considering these issues, is the so-called performance-based design (PBD). In order to profitably apply this design philosophy, an effective framework for the evaluation of the overall quality of the structure is needed; for this purpose, the concept of dependability can be effectively applied.
In this context, structural health monitoring (SHM)
assumes the essential role to improve the knowledge on the structural system and to allow reliable evaluations of the structural safety in operational conditions. SHM should be planned at the design phase and should be performed during the entire life-cycle of the structure.
In order to deal with the large quantity of data coming from the continuous monitoring various processing techniques exist. In this work different approaches are discussed and in the last part two of them are applied on the same dataset.
It is interesting to notice that, in addition to this first level of knowledge, structural health monitoring allows obtaining a further more general contribution to the design knowledge of the whole sector of structural engineering.
Consequently, SHM leads to two levels of design knowledge gain: locally, on the specific structure, and globally, on the general class of similar structures.
Design Knowledge Gain by Structural Health MonitoringStroNGER2012
The design of complex structures should be based on advanced approaches able to take into account the behavior of the constructions during their entire life-cycle. Moreover, an effective design method should consider that the modern constructions are usually complex systems, characterized by strong interactions among the single components and with the design environment.
A modern approach, capable of adequately considering these issues, is the so-called performance-based design (PBD). In order to profitably apply this design philosophy, an effective framework for the evaluation of the overall quality of the structure is needed; for this purpose, the concept of dependability can be effectively applied.
In this context, structural health monitoring (SHM)
assumes the essential role to improve the knowledge on the structural system and to allow reliable evaluations of the structural safety in operational conditions. SHM should be planned at the design phase and should be performed during the entire life-cycle of the structure.
In order to deal with the large quantity of data coming from the continuous monitoring various processing techniques exist. In this work different approaches are discussed and in the last part two of them are applied on the same dataset.
It is interesting to notice that, in addition to this first level of knowledge, structural health monitoring allows obtaining a further more general contribution to the design knowledge of the whole sector of structural engineering.
Consequently, SHM leads to two levels of design knowledge gain: locally, on the specific structure, and globally, on the general class of similar structures.
Genetic algorithms for the dependability assurance in the design of a long sp...Franco Bontempi
A long-span suspension bridge is a complex
structural system that interacts with the surrounding
environment and the users. The environmental actions
and the corresponding loads (wind, temperature, rain,
earthquake, etc.) together with the live loads (railway
traffic, highway traffic), have a strong influence on the
dynamic response of the bridge, and can significantly
influence the structural behavior and alter its geometry,
thus limiting the serviceability performance even up to a
partial closure. This article will present some general considerations
and operative aspects of the activities related
to the analysis and design of such a complex structural
system. Specific reference is made to the dependability assessment
and the performance requirements of the whole
system, while focus is given on methods for handling the
completeness and the uncertainty in the assessment of the
load scenarios. Aiming at the serviceability assessment,
a method based on the combined application of genetic
algorithms and a finite element method (FEM) investigation
is proposed and applied.
ANALISI DEL RISCHIO PER LA SICUREZZA NELLE GALLERIE STRADALI.Franco Bontempi
SOMMARIO
Il tema della sicurezza, quando si parla di gallerie stradali, assume ancora più importanza, dato che un banale incidente o un guasto di un veicolo possono degenerare in uno scenario che causa un elevato numero di vittime. Ad esempio, il 24 marzo 1999, 39 persone sono rimaste uccise quando un mezzo pesante che trasportava farina e margarina prese fuoco all’interno del Tunnel del Monte Bianco. Nella prima parte dell’articolo vengono spiegate le fasi logiche che un modello messo a disposizione dalla PIARC/OECD, il Quantitative Risk Assessment Model (QRAM) [1-2], segue nel processo di Assegnazione del Rischio, e come esso ricava i valori dei relativi indicatori. Nella seconda parte dell’articolo, invece, viene mostrata un’applicazione di tale modello su una galleria esistente che si trova nel sud Italia, accompagnata da un’analisi di sensitività sui parametri che influenzano maggiormente il livello di rischio.
RISK ANALYSIS FOR SEVERE TRAFFIC ACCIDENTS IN ROAD TUNNELSFranco Bontempi
IF CRASC’15
III THIRD CONGRESS ON FORENSIC ENGINEERING
VI CONGRESS ON COLLAPSES, RELIABILITY AND RETROFIT OF STRUCTURES
SAPIENZA UNIVERSITY OF ROME, 14-16 MAY 2015
Appunti sulle modellazioni discrete per ponti e viadotti.
Corso di GESTIONE DI PONTI E GRANDI STRUTTURE, prof. ing. Franco Bontempi, Sapienza Universita' di Roma
PGS - lezione 03 - IMPALCATO DA PONTE E PIASTRE.pdfFranco Bontempi
Appunti su piastre per impalcati di ponti e viadotti.
Corso di GESTIONE DI PONTI E GRANDO STRUTTRE, prof. ing. Franco Bontempi, Sapienza Universita' di Roma
Cosmetic shop management system project report.pdfKamal Acharya
Buying new cosmetic products is difficult. It can even be scary for those who have sensitive skin and are prone to skin trouble. The information needed to alleviate this problem is on the back of each product, but it's thought to interpret those ingredient lists unless you have a background in chemistry.
Instead of buying and hoping for the best, we can use data science to help us predict which products may be good fits for us. It includes various function programs to do the above mentioned tasks.
Data file handling has been effectively used in the program.
The automated cosmetic shop management system should deal with the automation of general workflow and administration process of the shop. The main processes of the system focus on customer's request where the system is able to search the most appropriate products and deliver it to the customers. It should help the employees to quickly identify the list of cosmetic product that have reached the minimum quantity and also keep a track of expired date for each cosmetic product. It should help the employees to find the rack number in which the product is placed.It is also Faster and more efficient way.
About
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Technical Specifications
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
Key Features
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface
• Compatible with MAFI CCR system
• Copatiable with IDM8000 CCR
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
Application
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Industrial Training at Shahjalal Fertilizer Company Limited (SFCL)MdTanvirMahtab2
This presentation is about the working procedure of Shahjalal Fertilizer Company Limited (SFCL). A Govt. owned Company of Bangladesh Chemical Industries Corporation under Ministry of Industries.
Water scarcity is the lack of fresh water resources to meet the standard water demand. There are two type of water scarcity. One is physical. The other is economic water scarcity.
CFD Simulation of By-pass Flow in a HRSG module by R&R Consult.pptxR&R Consult
CFD analysis is incredibly effective at solving mysteries and improving the performance of complex systems!
Here's a great example: At a large natural gas-fired power plant, where they use waste heat to generate steam and energy, they were puzzled that their boiler wasn't producing as much steam as expected.
R&R and Tetra Engineering Group Inc. were asked to solve the issue with reduced steam production.
An inspection had shown that a significant amount of hot flue gas was bypassing the boiler tubes, where the heat was supposed to be transferred.
R&R Consult conducted a CFD analysis, which revealed that 6.3% of the flue gas was bypassing the boiler tubes without transferring heat. The analysis also showed that the flue gas was instead being directed along the sides of the boiler and between the modules that were supposed to capture the heat. This was the cause of the reduced performance.
Based on our results, Tetra Engineering installed covering plates to reduce the bypass flow. This improved the boiler's performance and increased electricity production.
It is always satisfying when we can help solve complex challenges like this. Do your systems also need a check-up or optimization? Give us a call!
Work done in cooperation with James Malloy and David Moelling from Tetra Engineering.
More examples of our work https://www.r-r-consult.dk/en/cases-en/
Planning Of Procurement o different goods and services
Basis of Design of Offshore Wind Turbines by System Decomposition
1. XPGw™–Œšš–™GYPGw™–Œšš–™GZPGwkGz›œ‹Œ•›G[PGwkG
Basis of Design of Offshore Wind Turbines by System Decomposition
Franco Bontempi1)
, Hui Li2)
, Francesco Petrini3)
, Konstantinos Gkoumas4)
1,3,4)
GUniversity of Rome “La Sapienza”, Via Eudossiana 18, Rome, Italy.
2)
Harbin Institute of Technology,GNo.92, West Da-Zhi Street, Harbin, Heilongjiang,
China
3)
francesco.petrini@uniroma1.it
ABSTRACT
Offshore wind turbines are relatively complex structural and mechanical systems located
in a highly demanding environment. Boundary conditions are intrinsically time-variable and
space-dependent, both as loads and as constraints. Furthermore, different structural
configurations must be handled: in fact, one has to pass from complete functionality to rotor
stop. In consideration to the fact that in Italy, the construction of offshore wind farms for power
production is currently under consideration, the aim of this paper is to corroborate the basis of
design of offshore wind turbines, as a support to the decision making, having as a specific
objective the structural design of the structure. In doing so, a systemic decomposition of the
relevant elements, both physical related (e.g. the constituting parts) and due to the external
conditions (that lead to the identification of the structural loads) is performed. A necessary
reference to the Codes and Standards is coherently given, to develop a sound basis of design.
INTRODUCTION
Offshore wind turbines are formed both by mechanical and structural elements. As a
consequence, an offshore wind turbine is not a “common” civil engineering structure; it behaves
differently according to different conditions (idle, power production etc), and is subject to highly
variable loads (wind, waves, sea currents etc.). With these considerations, a structure is better
defined as a physical entity having a unitary character that can be conceived of as an
organization of positioned constituent elements in space in which the character of the whole
dominates the interrelationship of the parts.
Moreover, since the structural behavior of offshore wind turbines is influenced from
nonlinearities, uncertainties or interactions, they can be defined as complex.
This definition of “complex” highlights that a modern approach in Structural Engineering
has to evolve from the idea of “Structure”, as a simple device for channeling loads, to the idea of
“Structural System”, as “a set of interrelated components which interact one with another in an
organized fashion toward a common purpose” (NASA, 1995): this systemic approach includes a
set of activities which lead and control the overall design, implementation and integration of the
complex set of interacting components. In this sense, it is important to identify that the way in
which the object of investigation is described has a direct impact on the organization of the
knowledge and the future decisions about the object itself (Simon, 1998).
45
The 4th International Conference on Advances in
Structural Engineering and Mechanics(ASEM'08)
Jeju, Korea, May 26-28, 2008
M2A
2. SYSTEM APPROACH TO STRUCTURAL DESIGN AND COST EFFECTIVENESS
For a complex system such as the one considered, a System Engineering approach should
be used in its design, built and management. System Engineering is a robust approach to the
design, creation and operation of systems. It focuses on the precise specification and goals of the
system structure and behavior, the activities required in order to develop an assurance that those
specifications and goals have been met, and the evolution of the system over time. As a result,
starting from the identification and the quantification of system goals and requirements and by
fixing the performances, the correct and robust design can be implemented.
Some aspects regarding offshore wind turbines are similar to on-shore wind turbines,
while some other entirely different, mostly due to the different design environment (Hau, 2006).
In addition, contrary to onshore wind turbines which have been studied and tested since many
years, with thousands of practical applications around the world, only recently the focus has
been to studying and developing offshore wind turbines. In this sense, while onshore wind
turbines are verified in real conditions and represent the currently available technology, the
advantages and the cost effectiveness of offshore wind turbines (better power production due to
higher wind speeds, less turbulence and lower wind shear) have yet to be proven.
In general demand for structural systems requires three dominant aspects to be optimized
(Bontempi et. al, 2008). These are generally described as the cost, time and performance factors
(CPT).
Attempting to optimize all three factors simultaneously is a very difficult task. However,
the adoption of improved system approach seems to significantly improve all three at the same
time. In fact, the objective of a systemic approach is that the system is designed, built and
operated in the most cost-effective way possible. It means that a cost effective system must
provide a particular kind of balance between effectiveness and cost; the system must provide the
most effectiveness for the resources expended or, equivalently, it must be the least expensive for
the effectiveness it provides.
This condition is a weak one, because there are usually many designs that meet the
constraints. Each possible design can be represented as a point in the trade-off space between
effectiveness and cost. A graph, plotting the maximum achievable effectiveness of available
design with current technology as a function of cost, would in general yield a curved line such
as the one shown in Figure 1.
Fig. 1. Uncertainty in the cost-effective solutions
3. The curved line represents the envelope of the currently available technology in terms of
cost-effectiveness. In addition, this curve shows the saturation effect that is usually encountered
as the highest levels of performances are approached. Points above the line cannot be achieved
with currently available technology and they represent currently unachievable designs, although
some of these points may be feasible in the future when further technological advances will be
made. Points inside the envelope are feasible, but are dominated by designs whose combined
cost and effectiveness lie on the envelope.
Considering the starting point D0 for the design inside the envelope, there are alternatives
that reduce costs without decreasing any aspect of effectiveness (design point D1) or that
increase some aspects of the effectiveness without decreasing others or without increasing costs
(design point D2). For these reasons, the projects represented by the points on the envelope are
called the cost-effective solutions.
The process of finding the most cost-effective design is additionally complicated by the
influence of uncertainty. The exact outcomes achieved by a particular system design cannot be
known in advance with certainty, so the cost and the effectiveness of a design are better
described by a probability distribution than by a point. Again with reference to Figure 1,
distributions resulting from a design which has little uncertainty are dense and highly compact,
as is shown for concept A, while distributions associated with risky designs may have
significant probabilities of producing highly undesirable outcomes, as is suggested by the
presence of an additional low effectiveness/high cost cloud for concept C. Concept B represents
an intermediate situation.
STRUCTURAL DECOMPOSITION
The offshore wind turbine structure is organized hierarchically, considering the structural
parts categorized in three levels:
1. MACROSCOPIC, related to geometric dimensions comparable with the whole
construction or with general role in the structural behavior; the parts so considered are
called structural systems: one has essentially three systems, as can be seen in Figure 2:
- the main structural system, connected with the main resistant mechanism;
- the secondary structural system connected with the structural part directly loaded by
the energy production system; and
the auxiliary structural system related to specific operations that the turbine can normally
or exceptionally face during its design life: serviceability, maintainability and emergency.
The main structural system, consists in all the structural elements that form the offshore
wind turbine. In general, the following segments can be identified:
a. support structure; the segment of an offshore wind turbine consisting of the following
parts:
i. foundation; the part which transfers the loads acting on the structure into the
seabed;
ii. substructure; the part which extends upwards from the seabed and connects the
foundation to the tower;
iii. tower; the part which connects the sub-structure to the rotor-nacelle assembly;
b. rotor-nacelle assembly; the segment of the main structural system carried by the
support structure.
The secondary structural system consist in all the structural elements related to the
production and transfer of energy, that don’t belong to the main structural system.
The auxiliary structural system, consist in all the structural elements related to the
4. operation, maintenance and emergency. Although non directly influencing the load
bearing capacity of the main structural system, parts of the auxiliary structural system
have an influence to the structural loads (e.g. loads vary depending on the operational
conditions).
2. MESOSCOPIC (Meso level), related to geometric dimensions still relevant if compared
to the whole construction but connected with specialized role in the structural system;
the parts so considered are called structures or substructures;
3. MICROSCOPIC (Micro level), related to smaller geometric dimensions and specialized
structural role: these are components or elements.
Main structural system
Rotor-nacelle assembly
Tower
SubstructureSupport structure
Nacelle
Blades
Rotor
Auxiliary structural system
Operation
Maintenance
Emergency
Secondary structural system
Energy production
Energy transfer
Foundations
Macro-level Meso-level Micro-level
G
Fig. 2. Structural decomposition of an offshore wind turbine
The meaning of this subdivision is manifold (Bontempi 2006):
• the organization of the structure is first of all naturally connected with the load paths that
must be developed by the structure itself; in this way, this subdivision can clear the vision
of the design team about the duties of each part of the structure; this identification is
essential in the Conceptual Design, and it is implicitly a precondition for the
accomplishment of the so-called Performance Based Design (P.B.D.), where the
importance of form is strongly emphasized;
• parts belonging to different levels of this organization require different dependability
provisions (where dependability is defined as the holistic and comprehensive measure of
the quality, that can be synthetically defined as the grade of confidence on the safety and on
the performance of a structural system); with regard to structural failure conditions, this
decomposition allows single critical mechanisms to be ranked in order of risk and
5. consequences of the failure mechanism. These qualitatively assumed requirements can be
quantitatively translated defining different levels of stress in the different structural parts;
all these considerations lead to the so-called crisis canalization;
• there are strong relationships with the life cycle and maintenance of the different parts: with
reference to their structural function, the safety required levels and their reparability,
structures and sub-structures are distinguished in primary components (critical, non-
repairable or which require long repairing times), and secondary components (repairable
with minor restrictions on the operation).
The previous scheme of Figure 2 can be appreciated with reference to Figure 3, where the
main parts of an offshore wind turbine structure are shown, with explicit reference to the
foundation structure. Some of the substructures have been further developed in numerical
(F.E.M.) models, as a consequence to the inquiry of an optimal structural scheme for an offshore
wind farm project in Italy (Figure 4).
Support structure
The support structure consists in the tower, the substructure and the foundations.
• Tower; in general, the tower for an offshore turbine consists in a steel tube, although a
concrete tower or concrete/steel hybrid construction are also possible. The typical tower
dimensions vary with the hub height and the nacelle-motor assembly. In general, the tower
height is determined as a tradeoff between the cost for an increase in tower height and an
eventual additional gain in energy production, as a consequence to an increase in wind
speed with the altitude. The tower weight is strongly influenced by the height and the
optimization adopted (e.g. division in more sections of different thickness). As a
consequence, weights may vary significantly: typical towers for 3 MW power plants weight
108 tons (www.vattenfall.com) and 153 tons (http://www.bowind.co.uk).
• Substructure; the substructure consists in the part of the structure connecting the tower
(which is entirely exposed to the air) with the foundations (which are generally underwater).
• Foundations; with reference to Figure 3, four major types of foundations can be identified.
1) Gravity based. The gravity based foundation is a gravity base serving as the foundation
of the tower. The gravity base is designed with the objective of avoiding lifting between
the bottom of the gravity base and the seabed. This is achieved by providing sufficient
ballast such that the bottom plate of the gravity base always remains in compression
under all environmental conditions.
2) Mono-pile. The mono-pile foundation consists of a welded steel pile which transfers the
loading on the wind turbine to the supporting soils by means of lateral earth pressure. As
a consequence, a certain depth is required to achieve the required capacity. Depending
on the specific site conditions, the mono-pile is either driven (when the soil conditions
allow it) or drilled in the sea-bed (when a rock is encountered).
3) Tripod. The tripod foundation consists of a 3-leg structure, made of cylindrical steel
tubes with driven steel piles. With respect to the mono-pile, it ads stiffness and strength.
Currently, a known application of a tripod foundation is on a demonstrator offshore wind
turbine project.
4) Jacket. The jacket foundation consists of a 3-leg or 4-leg structure, made of cylindrical
steel tubes with driven steel piles, with either vertical or inclined pile sleeves.
The decision on what type of foundations to use is based on technical (primary the water
depth and the soil condition) and economical factors. The DNV Offshore Standard, on the basis
of economical considerations, indicates the water depth ranges of Table 1.
6. G
Fig. 3. The main parts of an offshore wind turbine structure for different foundations (partially
adapted from IEC 61400-3)
G
Fig. 4. Basic Macroscopic F.E.M. models of different offshore wind turbines
7. Table 1: Water depth range for offshore structures foundations
Water depth (m) Foundation type
0-10 Gravity based
0-30 Mono-pile
>20 Tripod/Jacket
>50 Floating
Zaaijer and Henderson (2004) suggest that lack of knowledge of pile behavior when
diameters exceed 5 meters and wall thicknesses are between 70 and 100 millimeters, as well as
the difficulties of handling and obtaining the right equipment, are arguments put forward by the
developers against the use of mono-pile foundations at lengths of 20 meters, even if they are
advantageous from an economical point of view.
The foundations of Figure 3 cover a water depth range, in real word applications, from a
few meters and up to 45 meters, on a tripod or jacket quattropod foundations
(www.beatricewind.co.uk). For deeper waters other solutions such as floating support platforms
may be considered. Floating support platforms are mainly of two kind (Westgate and DeJong,
2005):
• tension-leg platforms, which are submerged using tensioned vertical anchor legs with or
without ballast tanks, can be floated to a site in fully-commissioned condition and simply
connected to the moorings or anchors;
• low-roll floaters, are stabilized by mooring chains and anchors which dampen the motions
of the platform; there is a stabilizer installed at bottom of floater to reduce roll while the
anchors may be fluke anchors, drag-in plate anchors, suction anchors, or pile anchors.
Jonkman and Buhl (2007) cross-studied in simulation the response of a floating support
platform (a barge with catenary moorings) having a turbine installed on land as a reference,
concluding that the barge was susceptible to excessive pitching during extreme wave conditions,
yet the load excursions reduce with decreasing severity in the waves.
Finally, a relatively novel type of foundation called bucket foundation (Ibsen and Brincker,
2004) is currently under testing in which the stability of the foundation is ensured by a
combination of earth pressures on the skirt and the vertical bearing capacity of the bucket.
Among the advantages indicated by the authors is that the steel weight is about half as compared
to a traditional pile foundation, it is much easier to install and it can easily be removed when the
wind turbine is taken down.
Rotor-nacelle assembly
Rotor-nacelle assembly consists in the nacelle, the rotor and the blades. Generally, these
elements are standardized and manufactured (optimized) as a whole and tested in demonstrator
projects before their commence in projects. The three-bladed concept is the most common
concept for modern wind turbines, although concepts based on one and two blades are still
present. However, they are not considered for mainstream applications due to specific
disadvantages (e.g. higher required speed for the same power output, presence of unbalanced
loads, need of a counterweight for the one-bladed turbines).
From a structural point of view, the rotor-nacelle assembly is beside the point of the
offshore wind structure design, however certain characteristics (e.g. weight, induced loads,
induced vibrations) have a strong influence on it.
At present commercial power plant turbines vary in power output, with the upper end
consisting of units from 3 to 5MW (see Table 2).
8. Table 2: Principal characteristics of current offshore power plant
Wind speed (m/s)Power
plant*
Rated
power
(kW)
Rotor
diameter
(m)
Rotor
speed
(rpm)
Weight
(nacelle+rotor)
(t)
Cut-in Cut-out Rated
REpower®
5M
5,000 126.0 6.9 –
12.1
290+120 3.5 30.0 13.0
GE Wind®
3.6MW
3,600 104.0 8,5 –
15,3
290 3.5 27.0 14.0
VESTAS®
V90
3,000 90.0 8.6-
18.4
70+41 4.0 25.0 15.0
* www.repower.de, www.gewindenergy.com, www.vestas.com
The power plant choice has to be founded on reliability issues as well. In this sense, a
power plant already tested in the field presents the most likely choice. In one case (Gerdes et al.,
2006), due to the failure of a significant number of individual turbine transformers, the wind
farm availability dropped to 50%, while the consequent prolonged maintenance period for their
replacement led to the running of an inadequate number of power plants.
EXPECTED PERFORMANCE, SAFETY AND ROBUSTNESS REQUIREMENTS
The basis of design of the offshore wind turbines has to be founded on principles imposed
by renowned structural standards. The performance requirements of safety and robustness, are
identified as follows:
a. assurance of the serviceability and operability of the turbine, as well as of the structure
in general. As a consequence, the structural characteristics (stiffness, inertia, etc.) have
to be equally distributed and balanced along the structure;
b. assurance of an elevated lever of reliability for the entire life-span of the turbine. As a
consequence, a check of the degradation due to fatigue and corrosion phenomenon is
required;
c. safety assurance with respect to collapse, in probable extreme conditions; this is
applicable also to the transient phases in which the structure or parts of it may reside
(e.g. transportation and assembly), and that have to be verified as well;
d. assurance of sufficient robustness to the structural system, that is to a assure the
proportionality between an eventual damage and the resistance capacity, independent to
the triggering cause, assuring at the same time an eventual endurance of the structure in
the hypothetical extreme conditions.
For the structural system identified the following performance criterions can be identified
and, eventually, the appropriate Limit States:
• Dynamic characterization of the turbine as dictated by the functionality requirements:
- natural vibration frequencies of the whole turbine (compressive of the rotor-nacelle
assembly), the support structure and the foundations; in particular, in the dynamic
analysis the water mass has to be accounted for, while, in the case structural elements are
oversized to compensate the eventual loss of thickness due to corrosion, the dynamic
characteristics during the life-cycle have to be calculated
- compatibility of the intrinsic vibration characteristics of the structural system with those
of the agent forces and loads; this compatibility has to be extended not only to the
natural loads (wind and wakes), but to the dynamic loads as well, related to the operation
of the motor and including the vibrations due to control;
9. - compatibility assessment for the movement and the accelerations of the support system
for the functionality of the turbine; the maximum deflection of the blades has to be
assessed, that has to be compatible with the tower position;
• Structural behavior regarding the serviceability (SLS- Serviceability Limit State):
- limitation of deformations;
- connections decompression;
• Preservation of the structural integrity in time:
- durability for what regards the corrosion phenomenon with respect to the maintenance
strategy adopted (constructive corrosion protection, active protection, passive
protection);
- structural behavior with respect to fatigue (FLS- Fatigue Limit State); of particular
importance is the aeroelastic and hydroelastic interaction with the structure, an
interaction which requires suitable dynamic modeling of the structure; specific
solicitation mechanisms due to rotor rotational sampling effects have to be taken into
account; in the above stochastic tridimensional modeling of the wind velocity is advised;
• Structural behavior for near collapse conditions (ULS- Ultimate Limit State):
- assessment of the solicitations, both individual and as a complex, to the whole structural
system, to its parts, its elements and connections;
- assessment of the global resistance of the structural system;
- assessment of the resistance for global and local instability phenomenon;
• Structural behavior in presence of accidental scenarios (ALS- Accidental Limit State)
- decrease in the load bearing capacity proportional to the damage;
- survival of the structural system in presence of extreme and/or unforeseen, situations;
these include the possibility of a ship impacting the structural system (support system or
blades), with consequences accounted for in risk scenarios.
In fulfilling the above, the conception and design of offshore wind turbines, in particular
the structural design, has to be framed within rules, dictated by International Codes and
Standards.
Generally speaking, these documents, originate from different entities, identified as
activities of:
a. manufacturers (or groups of manufactures) with industrial prerogatives;
b. governmental entities;
c. certification commissions;
d. international commissions.
The most significant of documents related to the structural design of offshore wind
turbines are indicated below:
• BSH – Design of Offshore Wind Turbines, 20 December 2007.
• GL-OWT, Germanischer Lloyd Wind Energie GmbH: Guideline for the Certification of
Wind Turbines. Edition 2003 with supplement (2004).
• GL-OWT, Germanischer Lloyd Wind Energie GmbH: Guideline for the Certification of
Offshore Wind Turbines. Edition 2005.
• IEC 61400-1 Wind Turbines - Part 1: Design Requirements. Third edition 2005.
• IEC 61400-3 Wind Turbines - Part 3: Design Requirements for Offshore Wind Turbines,
Committee Draft, December 2005.
• DNV-OS-J101 Design of Offshore Wind Turbine Structures. Det Norske Veritas. October
2007.
Among the above Codes and Standards the GL Wind offshore guideline provides
requirements for structures, machinery, safety and electrical system and condition monitoring
10. systems, thus covering in depth all aspects of the structural safety for offshore wind turbines
(Dalhoff and Argyriadis, 2004).
These Codes and Standards are combined with area or country-specific structural codes,
for the design and verification of the structural parts.
DESIGN ENVIRONMENT
In order to identify the loads agent on the structural system, it is important to perform a
decomposition of the different structural parts subject to the different loads, relevant to different
environmental conditions, that are identified with reference to their spatial position.
Therefore, the following sections can be identified:
a. Seabed section; consists in the parts of the structural system in the seabed. The soil
characteristics have an influence to the foundation system, that in accordance to the
vertical and horizontal extension, has an influence on its part to the underwater
segment, described in sequence;
b. Underwater section; this section is formed by the part of the substructure exposed to
the water;
c. Air exposed section; this section is formed by:
i. the part of the substructure exposed in the air;
ii. the tower; and
iii. the rotor-nacelle assembly.
In Figure 5, the most relevant loads agent on the offshore wind turbine are shown, as
relevant to the different sections.
Foundation
Immersed
Pressure
Connection
z
y
x
z
y
x
Wind
Fluid-dynamic
Geotechnical G
Fig. 5. Representation of the external loads agent on an offshore wind turbine
11. The definition of the design environment, that is the external conditions, is important
since it has a direct influence on the loads agent on the main structural system. As said before,
the most complete guidelines regarding the external conditions is the GL Wind offshore
guideline which subdivides external conditions in two categories:
• normal conditions, which generally concern recurrent structural loading conditions; and
• extreme conditions, which represent rare external design conditions.
With reference to the diagram in Figure 6, the external conditions can be divided in
environmental (wind, marine and other) and electrical.
The environmental conditions are site-specific and in general, need to be assessed, along
with the seismic, topographic and soil conditions. In general, the major concern is the wind and
the marine conditions, since they contribute the most to the loads agent on the structural system.
Wind is most relevant to the structural integrity of the motor-nacelle assembly.
The electrical conditions refer to the network conditions. IEC 61400-3 indicates the
necessary checks to be performed on the electrical network, which include grid compatibility
conditions of a wind farm.
External conditions
(adapted from IEC 61400-3, draft 2005)
Wind conditions
Marine conditions
Waves
Sea currents
Water level
Marine growth
Environmental conditions
Air temperature
Solar radiation
Humidity
Rain, hail, snow and ice
Chemically active substances
Salinity causing corrosion
Lighting
Seismicity causing earthquakes
Water density
Water temperature
Traffic
Electrical conditions
Normal wind conditions
Extreme wind conditions
Seabed movement and scour
Other conditions
Mechanically active substances
GGGG
Fig. 6. External conditions [adapted from IEC 61400-3]
15. • Marine growth For the underwater structural elements the marine growth has to be
considered. The marine growth, which is site specific and depends on conditions such as salinity,
oxygen content, pH value, current and temperature, adds weight to the structural components
and may increase the hydrodynamic forces on the components. Therefore, the potential for
marine growth has to be addressed by increasing the outer diameter of the structural member in
question in the wave load calculations. DNV-OS-J101, 2004, indicates, in absence of more
precise data, that the marine growth profile in Table 3 may be used for design:
Table 3: Design marine growth profile [DNV-OS-J101, 2004]
Depth below MWL (m) Marine growth thickness (mm)
0-10 50
10-20 45
20-25 65
25-35 90
>35 80
with the further prescription that:
- the outer diameter of a structural member subject to marine growth shall be increased
by twice the thickness specified in this Table;
- the type of marine growth may have an impact on the values of the hydrodynamic
coefficients that are used in the wave load calculations.
Seabed movement and scour
Seabed movement is mostly present in the form of sand waves. Sand waves are caused by
tidal currents in marine non-cohesive bottoms and generally form regular patterns, formed after
a slow process that may cover several years. They can be found in places where the upper soil
layer consists of loose material that can be transported by sea currents.
Scour is the phenomenon where a hole around the structure, in correspondence to the
seafloor, is created by the sand particles transported away by the flowing water. Scour is
strongly affected by the presence of the structures, since the latter cause local increase of the
current and wave motions. Scour can be divided in (Sumur and Fredsøe, 2002; Tempel et al.,
2004) local scour (in the form of a steep scour pit of conical shape, caused by alternating
currents of waves washing ashore at low tide, significant to mono-pile foundations) and global
scour (represented by the lowering of a large area around the entire structure, particularly
relevant to more complex structures, e.g. jacket or tripod foundations). Scour is caused by
currents, waves or their combination, as well as from sea screws (caused by ship manoeuvres).
Seabed movement and scour have an affect the lateral loading capacity of the foundation,
the natural vibration of the structure, and ultimately, it can be the cause of power production
disruption (being the power cable from the structure over to the seafloor).
Other environmental conditions
Other environmental conditions can affect the integrity and safety of an offshore wind
turbine, by thermal, photochemical, corrosive, mechanical, electrical or other physical actions,
while their effects may increase when combined.
IEC 61400-3, 2005 indicates the normal environmental condition values that should be
taken into account (Table 4):
16. Table 4: Normal environmental conditions [IEC 61400-3, 2005]
Condition Value
ambient air temperature range -10 °C to +40 °C
relative humidity up to 100 %
solar radiation intensity 1,000 W/m2
air density 1,225 kg/m3
water density 1025 kg/m3
water temperature range 0 °C to +35 °C
• Air density Air density has a direct influence on the aerodynamic loads and the power
output. Regarding the power output, a change in power is linear to the air density, thus, in order
to avoid losses in the energy supply, a different fixed blade pitch angle must be selected at lower
air density, and the rotor speed may also have to be adapted, something that has a direct
consequence on the loads from the rotor. Air density depends fundamentally on two factors: the
air temperature (including the differences between summer and winter) and the altitude. The
latter has practically no influence, since offshore wind turbines are placed at more or less
standard altitudes.
• Humidity The humidity has an influence on the atmospheric corrosion and the ice build-up
on the turbine (when relevant). It should be evaluated the possibility to control the humidity for
internal zone (compartments) for corrosion protection.
• Solar radiation Solar radiation is significant for partial stresses on the metallic surfaces, and
for this it has to be accounted for in the design process. Furthermore, the intensity of solar
radiation should be considered for components, which are sensitive to ultraviolet radiation
and/or temperature (e.g. secondary parts in thermoplastic). DNV-OS-J101 and IEC 61400-3
require that the structure be designed for a solar radiation intensity of 1000w/m2
, which
coincides with the Central European conditions.
• Rain, hail, snow and ice In general protection against weather effects by means of
provisional coverings is necessary during the assembly. Regarding ice and snow accumulation,
DNV OS-C101, 2007 requests that ice accretion from sea spray, snow, rain and air humidity
shall be considered, where relevant, while snow and ice loads may be reduced or neglected if
snow and ice removal procedures are established. Furthermore, when determining wind and
hydrodynamic loads, possible increases of cross-sectional area and changes in surface roughness
caused by icing shall be considered, where relevant.
• Chemically substances and mechanically active particles The presence of chemically active
substances (e.g. hydraulic fluids) and mechanically active particles (e.g. sand) should be
considered, since their leakage or outflow may alter the characteristics of the structural parts. So
may occur from waste in-sea waste materials (e.g. petroleum).
• Salinity Water salinity causes corrosion and should be evaluated in consideration of the
corrosion protection system.
• Lighting Lightning strikes are unavoidable on large wind turbines (Hau, 2006). Most of the
lightning strikes on the rotor blades hit the area of the blade tip, resulting in considerable
17. damage. Modern offshore wind turbines are equipped with outer lightning protection by means
of multiple receptors located in the rotor blades and the lightning rod at the weather mast.
• Seismicity Seismic activity is explicitly accounted for as a loading condition, as prescribed
from local Norms and Standards. Underwater seismic activity, together with volcanic eruption,
may lead to seismic sea waves (tsunamis).
• Water density The water density influences the intensity of hydrostatic and hydrodynamic
(current and wave) loads, including breaking waves loads when relevant. In absence of site-
specific data, the sea water density (salt water) is assumed as equal to 1025 kg/m3
.
• Water temperature The water temperature has an influence on the cinematic viscosity of the
water, and thus to the loads. It has to be assessed also in relevance to the underwater joints (RP
2A-LRFD).
• Traffic Two kinds of traffic should be considered: marine traffic (both dedicated service
vessels and normal traffic) and air traffic (again in this case, due to service helicopters and to
normal air traffic). Risk analysis for the evaluation of the occurrence of an extreme event should
be carried out, as indicated in a next paragraph.
LOADS DECOMPOSITION AND CONTINGENCY SCENARIOS
The site-specific external conditions lead to the identification of the loads agent on the
structural system (Figure 7).
Loads
Gravitational/Inertial
Loads decomposition
(adapted from IEC 61400-3, draft 2005)
gravity
vibrations
seismic activity
rotation
gravity
vibrations
seismic activity
rotation
Aerodynamic
Actuation
Hydrodynamic
Other
wake loads
impact loads
sub-sea earthquakes
wake loads
impact loads
sub-sea earthquakes
torque control
mechanical braking loads
yaw and pitch actuator loads
torque control
mechanical braking loads
yaw and pitch actuator loads
wave
current
wave
current
G
Fig. 7. Loads decomposition for the design of an offshore wind turbine
18. In this section the forces agent on the main structural system are identified, forces that
lead to the equivalent loads needed in order to perform the structural analyses. It is anticipated
that the design values of the external forces (e.g. wind, wakes, currents) are given by relevant
studies, or defined by effective Codes.
For further specifications on the identification and application of the loads, contingency
scenarios and load cases, together with a concise application, the reader is directed to Bontempi
et al., 2008, presented in the same conference.
Contingency scenarios are defined, that account for the various situations in which the
turbine can be found during its lifetime.
In general, these contingency scenarios for an offshore wind turbine are obtained by
combining:
• nominal conditions (turbine integer and functioning) with extreme external conditions;
• nominal conditions (turbine integer and functioning) with normal external conditions;
• damaged conditions with appropriate external conditions;
• transient conditions (transport, assembly, maintenance and repair) with appropriate external
conditions.
Other situations to be accounted for are for the normal start up, normal/emergency shut
down and loss of electrical network, again combined with normal or extreme external conditions.
In the above defined contingency scenarios, appropriate coefficients for the combination
of loads and materials are introduced. In general, partial safety factors for loads vary with the
design situation (e.g from 1.1 for Normal Situations, to 1.3 for Extreme Situations and up to 1.5
for Transport and Erection), while when they are favourable, are taken equal to 0.9. The partial
safety factors for the materials are also defined (varying from 1.0 in the SLS to 1.25 for fatigue
analysis)
SPECIAL ISSUES
It is worth mentioning some of the special issues, in no sense comprehensive due to lack
of space, relevant to the offshore structure design.
Vessel impact loads
These loads account for the load from a vessel impacting the structural system. Vessel
impact loads can be divided in two classes:
a. Normal impact loads. These account for the impact of the support structure by the
dedicated service vessel, considered in the appropriate load combinations (transport,
assembly, maintenance and repair, see IEC 61400-3, 2005 and DNV-OS-J101, 2004)
b. Extreme impact loads. These account for the collision of a vessel due to an accidental
(unaccounted) situation.
For the extreme impact loads risk analysis has to be carried out (GL, 2002), considering
all the possible adverse effects for the environment (e.g. leak of contaminating fluids from the
ship) and to the humans (e.g. nacelle falling onto the ship’s deck), accompanied by numerical
tests to corroborate highly possible events (Biehl and Lehmann, 2006). From a design point of
view, the structural system should be regarded as collision-friendly.
Corrosion protection
Frandsen et al. (2003), make the following considerations regarding the corrosion
protection of offshore wind turbines:
19. • The offshore wind energy converter systems are designed for a lifetime of 20 years.
• The saline seawater is a corrosion accelerating medium.
• The mean corrosion rate for unprotected steel is about 0.3mm-6mm in the design lifetime
(strongly dependent on the specific site salinity).
In the same paper, three different levels of corrosion protection are proposed, namely:
• Constructive corrosion protection; includes all corrosion protection measures that can be
accounted for during the design (e.g. preventing or limiting the number of gaps between
metals or the contact between different metals, etc.)
• Passive corrosion protection; it consist of coating systems which have the properties of a
barrier and shield the steel from oxidation.
• Active corrosion protection; electrochemical protection by using a sacrificial anode or by
impressing external voltage.
CONCLUSIONS
In this paper, the structural decomposition of offshore wind turbines, has been performed,
with a view on the structural analysis and performance. Furthermore, the essential performances
have been identified, along with the external conditions. The latter have a direct influence on the
structural design of these structures, since they identify loads.
All these considerations have as an aim the organization of the framework for the basis of
design of offshore wind turbines, as a support to the decision making, with specific reference to
the structural safety and reliability for the entire lifespan.
A practical exemplification of the above is given in the paper “Numerical modeling for
the analysis and design of offshore wind turbines” presented in the same conference, where
numerical analyses are performed by means of F.E.M models.
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