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FEASIBILITY STUDIES FOR
OFFSHORE WIND DEVELOPMENTIN INDIA
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ACTIVITIESCommercial Viability Studies
Substructures for Oshore Wind Turbine Gravity based Foundation Monopile Foundation
Geotechnical Investiations
!esin of !ata Collection platformStudies for "are !iameter Monopiles #ile Soil interaction Studies Wave #ile Interaction Studies
Studies on Met$mast #latforms Free standin To%ers Guy %ired Met$mast
&
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ASSESSMENT
'
!ays %ith Wind ( ) m*s !ays %ith Wind ( +m*s
, u m b e r o
f
! a y s
, u m b e r o
f
! a y s
.
Monthly climatoloy-s of Wind #o%er !ensity at+. m
W * m &
Sites Considered
Gu/arat01 2a3hau&1 ,avala3hi
Tamil ,adu01 4amesh%ara
m
&1 5anya3umari
6ased on Winds derived fromsatellite data
Wind Speeds for 0. years 70+$.8$0999 to 08$00$&..9:
One observation for each day at0.m above sea surface $ scaled to+.m
!ata validated usin ; moored
buoys 7
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VARIOUS SITES
=
Wind speed distributionat +.m
. ; 0. 0; &. &;.
0...
&...'...
=...#o%er Curve
Wind Speed 7m*s:
#o%er 7
3W:
S1,o CompanyCapacity
7MW:
5anya3umari 4amesh%aram7#9.: 7#8;: 7#;.: 7#9.: 7#8;: 7#;.:
0 Su>lon &10 .1=' .1=; .1=8 .1'8 .1'+ .1=.& 4e #o%er '1& .1=. .1=& .1== .1'' .1'= .1')' 4e #o%er '1= .1;0 .1;' .1;; .1=' .1=; .1=)= 4e #o%er ;1. .1'9 .1=. .1=& .1'' .1'= .1';
; 4e #o%er )1& .1'0 .1'' .1'= .1'. .1'0 .1'&#lant "oad Factors after incorporatin losses in po%er production
Wind Uncertainties
Measurement?ncertainty
Future Wind 4esourceWind Shear
Power Production Losses
Turbine unavailability
Wake effects lossesElectrical losses
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COMMERCIAL VIABILITY STUDIES
;
Item 4am 5anyaWater !epth 0. 0;!istance from coast ; ;
#ort @vailability08; 3m 0&;
3mCapital cost per Turbine 74sin Crs1:
;.1'; ;01)'
Item4am15anya
1?nit #rice of #o%er apart from incentives74s:
)1;= ;180
!ebt$Service Coverae 4atios 01' 01'#ro/ect Internal 4ate of 4eturnA I44
0'1+8
0'198
Revenue
Interest
6an3erInvestor
Capital Cost
Wind Turbine Operation andMaintenance
Insurance
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SUB STRUCTURE CONCEPTS
)
Wind Tr!ine
4ated po%erA MW ;ub heihtA m +.
4otar diameterA m 0&)
To%er diameterA m )
M"n"#i$e
Water depthA m 0.
Monopile diameterA m )
Monopile thic3nessAm .1.)
Monopile lenthA m '.
Gra%it& Based F"ndati"n!iameterA m &.
eihtA m 0'
WeihtA tons 0&&) Gravity Based
Foundation
Monopile
Foundation
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DESIGN METHODOLOGY
8
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OVERVIEW Basi' L"ads
@erodynamic "oad on 4otor
• I
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AERODYNAMIC LOADS ( FAST
9
B$ade E$ement M"mentmT)e"r&
Desi*n sitati"n
#o%er production
#o%er production and occurrence offault
,ormal shut do%n
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LOAD CASES + ,-.//
Desi*n sitati"n Wind '"nditi"n
#o%er production
,TM Vin K Vhub K Vout
,WT Vhub
L Vdesin
,TM Vin K Vhub K Vout
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AERODYNAMIC LOADS ( FAST
L"ad CaseF"r'e
01N2
Fre3en'&
0H42
DAF ESL 01N2
EOG R + 56/ 9&8 .108 018& 0;9=
EOG R 7 56/ 0.;. .10& 01=8 0'';
+ + + + + + + + + +
+ + + + + + + + + +
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WIND 8 HYDRODYNAMIC LOAD ONTOWER AND SUBSTRUCTURE IS 9:; Part ( <
6asic Wind Speed 7Survival:A Vb L '9 m*s 6asic Wind Speed 7Operational:A Vb L 9 m*s
H&dr"d&nami' L"ads
Eart)3a1e L"ads IS 0+9' N &..& 74esponse Spectrum Method:
one FactorA L .10 7one II: 4eduction FactorA 4 L &1. 7Steel Chimney: Importance Factor A I L 01; 7Steel Chimney: #ercentae of dampin L & D
0&
Parameter
En%ir"nment
N"rm
a$
E=tre
meWave eiht
7S:& m = m
Wave period7T#:
8 s 0& s
Time #eriod 7T#:
Water!epth
Wave eiht7s:
0 1 2 3 0
0!"
1
1!"
Time Period #s$
Accleration #m%s2$
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PILE SOIL INTERACTION
0'
DEPT
H (m)
Internal
FrictionΦo
Skin
Friction(KPa)
Ti
!esistance(Pa)
1!" 32 1!&& 0!113 33 3!&& 0!22
!" 33 !'& 0!1&
' 3( (!&& 0!3
(!" 3& &!&& 0!"
& 33 &!3& 0!3&
10!" 3 10!&' 0!"
12 2!1& 2!1'
13!" 31 1!0& 0!")
1" 1 2!) 2!1'
1'!" 1 2(!32 2!3)
1) 2 2&!)1 2!"&
1&!" 3 2"!&( 1!0
21 3" 2(!&( 1!"130 3 32!0 2!00
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CHEC>ING
0=
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EIGEN VALUE ANALYSIS
0;
Mode No
Gravity Based Foundation
Frequency
(Hz)
Period
(s)1 & 2 0.326 3.065
3 & 4 2.617 0.382
Mode No
Monopile
Frequency(Hz)
Period(s)
1 & 2 0.308 3.244
3 & 4 2.385 0.419
*eflection at t+e to, of t+e nacelle for -ravity based foundation and mono,ile due to for
eart+.uake load combination /as )3!(" cm and
&!& cm res,ectively!
tiliation factor for critical members for -
and mono,ile are 0!( and 0!1( res,ectively.
GRAVITY BASED FOUNDATION
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GRAVITY BASED FOUNDATION +RAMESHWARAM
0).1..
&1..
=1..
)1..
+1..
0.1..
0&1..
Pitch RAO
Pitch (rad!)
. 0 & ' = ; ) 8 + 9 0..1..
.1=.
.1+.
01&.
01).
&1..
Heave RAO
"i!e Period (s)
Heave (!!)
Stabilit !"#S$Slidin% 22
#ver urnin% 31
'earin% 3.0
INSTALLATION METHODOLOGY FOR A
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INSTALLATION METHODOLOGY FOR AMONOPILE
08
1$ Trans,ortin4 to location 2$ 5iftin4 and 5aunc+in4 3$ Positionin4
$ *rivin4 by +ammer "$ 6emovin4 of 7ammer after drivin4 '$ Placin4 Transition ,ieceon mono,ile
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MONOPILE MANUFACTURING YARD
0+
M"n"#i$e
Transiti"nPie'e
H&dra$i' ?a'1+#
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&.
Estimati"n @"r Insta$$ati"n "@ M"n"#i$e
S"#$ Item Units Unit Price %t&'ost
(in 'rore)
1 Structural Steel tons 10000 11 "!("
2 Plane Cement Concrete for 4routin4 m3 '000 100 0!0'
3ar4e for drivin4 :ono,ile /it+mobiliation; *emobiliation and PortC+ar4es
,er unit 20000000 1 2
Total cost "*
Estimati"n @"r Insta$$ati"n "@ Gra%it& Based F"ndati"n
S"#$ Item Units Unit Price %t&'ost(in
'rore)
1 Structural Steel tons 10000 1( 2!0'
2 : 0 -rade for 6CC m3 12000 "33 0!'
3 Steel for 6CC tons )0000 (&!&" 0!'
Sand for illin4 Inside oundation m3 "00 303 0!1"
" To/in4 oundation for 100 km ,er unit 3000000 1 0!30
' *red4in4 for 1!"m and 5evelin4 t+e -round m3 "00 (3' 0!0
(
*red4in4 is+in4 7arbor to re.uired draft of m
and for ot+er infrastructure ,er unit "000000 1 0!"0
) Total 'ost +",,
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GEOTECHNICAL INVESTIGATIONS ?A>HAU AND NAVLA>HI GU?ARAT
L"'ati"n
C"+Ordinates
2a3hau &'o 81=.=P,Q )+o &81+P<
,avla3hi
&&o ;01);P,Q 8.o 0=18&P<
Suitable foundation isessential for theeective performanceof oshore structure%hich reEuires3no%lede on Soil#roBle1
GEOTECHNICAL INVESTIGATION
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GEOTECHNICAL INVESTIGATION+METHODOLOGY
!rillin ri
2ac3$up 6are
Casin pipe
Geotechnical investiations%ere carried out by
mobili>in a /ac3 up bareof suitable le lenthinstalled belo% the sea bedlevelS#e'i'ati"n Dimensi"ns
Len*t) &= m
Breadt) 0& m
De#t) & m
Dra@t 0 m
Le* $en*t) '. m
Le* Diameter .1); m
The drillin ri placed inside
the /ac3up bare %as used forcollectin soil and roc3samples1
The methodoloy involvesinstallation of 0;. mm
diameter casin pipe %ith 01;m to &1. m depth belo% sea
?a'1 # !ar*e
Dri$$in* ri*
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SOIL EPLORATION PROCEDURE @fter the installation of casin
pipeA drillin operation %as
initiated inside the boreholeusin drillin rods %hichconnected to the drillin ri forsample collection1
For proBlin soil strataAStandard penetration test hasbeen performed insideborehole as per IS &0'0 atevery 01;m intervals or atevery identiBable chane ofstrataA %hichever is met
earlier1 6oth disturbed and
?ndisturbed samples %erecollected durin drillin forlaboratory investiations to
evaluate the enineerin andh sical ro erties of sub
Distur-ed
soil samle
Undistur-ed soil
samle
S#$it S#""n Sam#$er @"rsam#$e '"$$e'ti"n
C"$$e'ted S"i$ Sam#$es
BORE LOG DATA FOR ?A>HAU
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BORE LOG DATA FOR ?A>HAULOCATION
The top 0& m of startin from seabed level consists of Very Soft
Marine Clay %ith S#T value 0havin hih natural %ater content1
Silty clay %ith considerable sandportion up to a depth of 0)1; m %asobserved beyond 0& m depth1 Theobserved S#T numbers at 0'1; mA 0;
m and 0)1; m eJceeds ;. countssuestin that the soil is in densestate condition1
From 0)1; m to &;1; m the soilchanes from silty clay to densesand %ith S#T value reater than ;.suestin that the soil is in densestate condition1
The soil belo% &;1; m %as hard siltalon %ith clay portion havin S#Tvalue reater than ;.1 The soil is
reddish in colour %ith siniBcantbearin capacity characteristicsB"re+$"* data
DIFFICULTIES FACED AT ?A>HAU
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DIFFICULTIES FACED AT ?A>HAULOCATION
#resence of soft marine clay resulted in instability to the /ac3
up les1 Fails to recover soil samples because of its hih %ater
content1
More Sample disturbance due to instability in /ac3 up les
Presen'e "@ Marine '$a& 'asin*insta!i$it& t" ?a'1+# !ar*e
O!tained S"i$ sam#$eit) m"re sam#$e
distr!an'e
0a2 0!2
0'2
BORE LOG DATA FOR NAVLA>HI
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The top 01; m from sea bed level the soilconsists of very soft marine clay
deposit %ith S#T value less than 0 %ithhih %ater content %ith poor strenthcharacteristics1
From 01; m to ) m depthA the subsoilchanes from marine clay to blackishdense sand %ith S#T more than ;.1
The dense sand deposit continues from )m to 9 m depth %ith S#T values reaterthan ;.1
#resence of rocky stratum %as observedbeyond 9 m depth1 4otary drillin %asinitiated for obtainin roc3 samples1 The
obtained roc3 core samples %ere testedfor its Core recovery ratio 7C44: and 4oc3Euality desination to eJamine the Eualityand freshness of the roc31
From 9 m to 09 mA roc3 samples %erecollected for every 0 m depth interval1
Weathered basalt roc3 %as observed
BORE LOG DATA FOR NAVLA>HILOCATION
B"re+$"* data
SUMMARY OF LABORATORY TEST
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. Undistr!ed sam#$es and -, Distr!ed sam#$es ere '"$$e'ted@"r $a!"rat"r& testin*
SUMMARY OF LABORATORY TESTRESULTS ?A>HAU
SUMMARY OF LABORATORY TEST
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SUMMARY OF LABORATORY TESTRESULTS NAVLA>HI
#$%
. Distr!ed sam#$es ere '"$$e'ted @"r $a!"rat"r& testin* at t"# m
• R"'1 Pr"#erties @r"m m t" - m de#t)
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SUBSTRUCTURE DESIGN FOR WIND
DATA COLLECTION PLATFORM
&9
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OFFSHORE WIND
RNati"na$ "s)"re ind ener*& #"$i'&+5/-;
by MNRE
The main ob/ective of the oshore %ind enerypolicy is to promote research and development
activities in Oshore %ind enery sector1
It allo%s various overnment and interestedprivate parties to enae in data collection at
potential sites1
ence Su>lon and ,IW< alon %ith FOWI,! hasapproached ,IOT in desin of substructure foroshore data collection platform1
'.
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PLATFORM
'0
To obtain ban3able %ind data and chec3 commercial viabilityof oshore %ind pro/ect1
To obtain Oceanoraphic data li3e WavesA Tides and Currentsfor desin of Substructure for Oshore Wind1
Instruments for collectin various #arameters
#arameters Instrument
Wind VelocityA !irection "idarWave !irectionA eiht and#eriods
Wave 4ider 6uoy
Current VelocityA !irection @!C#A 4CM
Tide 4TGA @TG
#A Salinity TSS Water Uuality buoy
TemperatureA #ressureAumidity
@utomatic %eatherStation
LIDAR
Automatic&eather 'tation
Solar panels
Batteries
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LOCATION OF PLATFORM
G$@ "@ >t')
2a3hau "atitude &'.8&=1=&X,
"onitude )+&8=+1&=X<
Water depth $0;m 0)1'3m from shore
G$@ "@ >am!)at
#ipavav 6andar "atitude &.=0P'.X,
"onitude 80'&P;.X<
Water depth $0;m &'3m from shore
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STRUCTURAL PROPERTIES
M"n"#i$e Pr"#erties #ile !iameter$01& m #ile Thic3ness$.1.&; m #ile "enth$&; m
P$at@"rm Pr"#erties!iameter of platform$;m #lat thic3ness N .1.&mMild Steel
''
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ENVIRONMENTAL CONDITION AND LOADING
Wa%e ( Wind C"nditi"ns
#arameter
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STRUCTURAL ARRANGEMENT OFPLATFORM
#latform arranement %itheEuipment
Main bea
Secondary6eam
4iid beam
ST@@! Model
Final Member #roperties
S1,O
Member Section
0 4iid beam & ISMC 0;.
& Main beam & ISMC 0;.
' Secondary 6eam IS@ 8;
!esin #arameters
S1,O
#arameter Value
0 Grade of steel Fe&;.
& !esinStandards
IS +.. &..8
' Method "imit StateMethod
Total Weiht 7Includin "ive load: N 0= tons
';
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@nalysis
!eYection at platform $ .1.9 m 7allo%able "*0;. of.1&0m:1
@nalysis 7Theoretical Method in Tomlinson: !eYection at platform $ 7.1..; H .1.80 H.1.=):
$ .10&& mFree Vibration @nalysis
4eular %ave FreEuency $ ; N '. s ,o 4esonance due to %aves
ETREME SEA STATE 0STROM2
Free Vibration @nalysisMode ,o Frequency (Hz)Period (s)
0 & 0.69 1.44
' = 8.33 0.12
; 33.33 0.03
')
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EARTH UA>E ANALYSIS
!eYection at the top of the platform $ .10& m 7allo%able "*0;.:1
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MEMBER CAPACITY
Member ?tili>ation
Member
"oad Combination
Strom
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COMPARISON OF SACS PLAIS
.0$.9$&.0;Ocean Structures Group '9
Soil is modeled as a three
nonlinear sprins and it hasbeen validated %ith plaJisfor #$ curves
118 ()63 ()
$& $0 . 0 & ' = ;
$0)
$0=
$0&
$0.
$+
$)
$=
$&
.
ateral displace!ent o pile
plaxi
*
*election (!!)
*epth (!)
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ST!U'TU!.L D!.WI#/ 0 '$##E'TI$#
DET.ILS
.0$.9$&.0;Ocean Structures Group =.
ENVIRONMENTAL IMPACT ASSESSMENT
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ENVIRONMENTAL IMPACT ASSESSMENT
=0
T#< IM#@CT
@ir
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MONOPILES + EVOLUTION
=&
8.D of the Oshore %ind turbines are supported on
Monopiles
LARGE MONOPILES ( PILE SOIL
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LARGE MONOPILES PILE SOILINTERACTION #ile soil system is conventionally considerin as
' non linear orthoonal sprins at reular
intervals alon the depth of the pile1 "ateral sprin P+& 'r%es
Vertical sprin T+4 'r%es +4 'r%es "imitations of @#I Method based #$y curves
The eect of pile diameter is not consideredfor estimatin initial stiness 3P1
The eect of pile tip rotation and hori>ontaldisplacement for lare diameter piles is notconsideredA %hich causes additional forcesto the pileA hence more resistance in soil1
4otation of lare diameter monopiles causesadditional vertical stresses resultin in moreresistance of soil1
The interaction bet%een various soil layersis not considered1
='
PILE SOIL INTERACTION+FEM
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PILE SOIL INTERACTION FEMMETHOD #ile alon %ith soil is modelled usin Finite ?$
*omain crosssection
1 10 10 300 "m @ "m
2 20 10 1100 10m @ 10m
3 30 10 2200 1"m @ 1"m
0 10 '00 20m @ 20m
" "0 10 10000 2"m @ 2"m
' '0 10 13000 30m @ 30m
( (0 10 2'000 3"m @ 3"mPla=is model
FEM METHOD + RESULT
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FEM METHOD RESULTETRACTION
=;E.uilibrium c+eck for 1m diameter of ,ile
S1,O
"oad7 3,: 4esistance7 3,: D oferror
0 '. $.&918= .1+)& ). $.;919' .108
' 9. $.9.1)' .18.= 0&. $0&01&. .19+; 0;. $0;01'+ .19&) 0+. $0+01&0 .1)88 &0. $&0.1). .1&++ &=. $&=.10; .1.)9 &8. $&)919. .1.'
0. '.. $&991'& .1&'
The results from #laJis '! arein ' components 7stress points:
The eective normal stress7[Pn:
The ori>ontal shear stress7\J>:
The vertical shear stress 7\y:
,ormal hori>ontal stressesare resolved in direction offorce to et total stress in eachelement
Final force in each element 7Soil4esistance #: L @ J Total stress1
Similar eJtraction is carried outfor all the interface elements atevery 0m depth and forces areinterated to obtain total
T"ta$ stress J Kn0)"ri4"nta$ '"m#6 7
-0H"ri4"nta$ '"m#62
+CURVES
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CURVES0@#I F
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USAGE OF P Y CURVES ETRACTEDFROM FEM METHOD To evaluate p$y curves a =m diameter monopile is modelled
in F
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FORCES
=+
Solver
Continuity eEuation
Momentum eEuations
Study the ydrodynamic Forces on lare diameter monopiles usin,umerical TechniEues1 Construct Finite Volume based ,umerical Model for Monopiles1
Validate %ith published laboratory results1 Compare %ith analytic forces from Morisons
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VOLUME OF FLUID METHOD
=9
,date t+e interface ,rofile usin4 reconstructin4 met+ods!
It is an interface ca,turin4 met+od in an Eulerian frame /ork for simulatin4
multi,+ase flo/s!
• Bolume fraction2
• Trans,ort e.uation2
• 5ocal material
,ro,erties2
Fluid 0
Interface
Fluid &
• Bolumeoffluid
function
0$!# =∇+∂
∂α
α U
t
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NUMERICAL MODELLING
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NUMERICAL MODELLING
;0
Open FOAM: ,umerical simulations1 snappyHexMesh: Geometrical modellin1
HFOAM: Wave eneration and absorption1
InletSeabed %all
Sides patch
Monopile WallOutlet
6oundary Conditions
*=
y)*
0* 2"*
!omain
WAVE GENERATION AND MESHING
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WAVE GENERATION AND MESHING
;&
Waves are enerated usin code developedand published by #1 iuera et al1 7Coastale thereby reducin thecomputational time and eort1
:es+in4 around t+e ,ile Close vie/ from to,
7%)
:es+ Siin4
VALIDATION
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VALIDATION
;'
The numerical model is validated %ith the results
published by "1F1 Chen et al1 R,umerical
investiation of %aveNstructure interaction usin
OpenFO@M]A Ocean
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DETAILED STUDIES
;=
!*" .1.; .1.0 .10; .1&
"inear
*"L.1..;7*d L .1.&):
L.1&)
!L&1'&
L.1&)
!L=1)=
L.1&)
!L)19)
L.1&)
!L91'.
Wea3ly nonlinear
*"L.1.'
7*d L .108:
L018.
!L&1'&
L018.
!L=1)=
L018.
!L)19)
L018.
!L91'.
Fully nonlinear
*" L.1.8
7*d L .1':
L'1'.
!L&1'&
L'1'.
!L=1)=
L'1'.
!L)19)
L'1'.
!L91'.
Water depthA h 0.m Time #eriodA T ;1+'s
OFFSHORE MET+MAST ( TAMIL NADU
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OFFSHORE MET MAST TAMIL NADU
OFFSHORE MET+MAST ( TAMIL NADU
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6asic loadsWind Guest factor Force Coe_cient Method
Wave loads Morison
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T)ird
F"rt)
First Se'"nd
m"des 0-6, s2
Stati' Ana$&sis
OFFSHORE MET MAST
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GUY WIRE ( SUCTION PILES
Methodoloy for application of "oads and load Combinations
%ill be eJactly similar to that of Free standin to%er1
STRUCTURAL ANALYSIS
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Mode 07;1.0 s:
Mode &7;1.0 s:
Mode '701== s:
Mode =
7.1)9 s:
Mode ;
7.1)9 s:
ontal Members N.1;=Vertical members N
.190
?tili>ation Factor
EARTH UA>E ANALYSIS
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Time$istoryMethod
4esponseSpectrum Method
*ia4onal racin4 0!21
7oriontal :embers 0!0)
Bertical members 0!2
?tili>ation
Factor
6ase Shear Vs Time
@ccleration Vs Time
+.//
+
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PUSH OVER ANALYSIS #ush over analysis has been done to chec3 the ultimate
capacity of the structure 74eserve Strenth:1
The load is increased in speciBed time steps and the loadstep at %hich the collapse occurs is identiBed1
6eserve Stren4t+ D 2!2
efore Colla,se
Plasticity 2"
After Colla,sePlasticity 100
SUCTION PILE ANALYSIS
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The dimensions of the piles areA Guy %ire support
"enth &1+ mA !iameter 0 m1 Monopole support "enth =1+ mA !iameter &1; m1
Det7Dri3in8Force(K#)
SkinFriction
(K#)
Sel6enetration
9 )'!1&3 0 FES
9"+ )&!01& 1!1 FES
9" &1!)" !"' FES*": &!'(1 10!2( FES
*"; &(!&( 1)!2' FES
: 100!323 2)!" FES
:"+ 103!1& 1!10 FES
:" 10"!&(" ""! FES
Det7Dri3in8Force(K#)
Skin6riction(K#)
Sel6enetratio
n
9 "0!3 0 FES
9"< (2!( !" FES
* &!"" 1(!)3 FES
: "3)!(0 (1!3" FES
, ")2!)' 1'0!"" FES
,"< '0!& 21)!"2 FES
+ '2(!01 2)"!2 FES
+"< '&!0& 3'1!2 FES
Suction Anc+or for -uyWire Suction Anc+or for :ono,ole
SUMMARY AND CONCLUSIONS
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SUMMARY AND CONCLUSIONS Commercial viability studies indicate I44 of 0= D %ith a
"eveli>ed Cost Of