FPSO Topside Modules in-Place Analysis Using FastSTRUDL - Report

8/9/2019 FPSO Topside Modules in-Place Analysis Using FastSTRUDL - Report

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FPSO TOPSIDE MODULES -INPLACE ANALYSIS USING FASTRUDL

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REVISION RECORDING

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TABLE OF CONTENTS

1. SCOPE AND PURPOSE........................................................................................................................

2. REFERENCE DOCUMENTS..................................................................................................................

3. DEFINITIONS.........................................................................................................................................

4. ACTIVITIES DESCRIPTION...................................................................................................................

5. FLOW CHART......................................................................................................................................

ATTACHMENT A - SAMPLE NSO INPUT FILE FOR INPLACE ANALYSIS.................................................

ATTACHMENT B - SPREADSHEET FOR CALCULATION OF WIND LOAD...............................................

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1. SCOPE AND PURPOSE

This T dea!s "ith the nstructions for #erfor$ing the n#!ace ana!%sis of &P'( To#sides )odu!esusing &*'TR+D,. This e!a-orates the #rocedure and seuence of '( s%nta/co$$and to -e used to#erfor$ the ana!%sis and the significance of each co$$and. t a!so covers the s#ecia! features of $ode!!ing the #articu!ar to n#!ace ana!%sis. n#!ace ana!%sis descri-ed here corres#onds to the situationof the $odu!e onsite. The #ur#ose of the n#!ace ana!%sis is to chec the adeuac% of structura!strength of each to#side $odu!e under a!! onsite conditions inc!uding environ$enta! o#erating stor$and etre$e stor$ conditions.

2. REFERENCE DOCUMENTS

• Doc.o. 'P'E6(PER002E Rev 0 Pre#aration of eight ontro! Procedure

• *P RP 2*'D 21st Edition *$erican Petro!eu$ nstitute Reco$$ended

Practice for P!anning8 Designing andonstructing &ied (ffshore P!atfor$s

• *' *'D 13th Edition *$erican nstitute of stee! onstruction'#ecification for 'tructura! 'tee! 9ui!dings *!!o"a-!e 'tress Design and P!astic Design

ith co$$entar%

3. DEFINITIONS

T Technica! nstruction

(6 entre of 6ravit%

4. ACTIVITIES DESCRIPTION

4.1 METHOD OF ANALYSIS

The n#!ace ana!%sis is a c!assica! static !inear ana!%sis of a threedi$ensiona! s#ace fra$e

co$#uter $ode! co$#rising the $odu!e Pancae8 $ain structura! fra$e $e$-ers and the du$$%$e$-ers for $ode!!ing the eui#$ent. 'tructura! stiffness interactions -et"een the &P'( hu!! decand a given $odu!e are taen into account on!% through #rescri-ed dis#!ace$ents a##!ied at the$odu!e fra$e su##orts.

&or a given stor$ condition8 inertia forces induced -% the &P'( $otions on the $odu!e $asses aredefined through an inc!usive set of the $ai$u$ acce!erations * 8 *%8 *;< to -e a##!ied to the$odu!e $asses a!ong the three trans!ation directions.

'evera! conditions of the e!e$entar% !oads are considered in -oth o#erating and etre$e conditionsin order to deter$ine the "orst case scenario for each $e$-er and to si;e it according!%.

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Nor!" or O#$r!%&'( Co')&%&o'*+ or$a! conditions are defined as those "hich have the higheststatistica! #ro-a-i!it% of occurrence.

E,$#%&o'!" or E,%r$$ Co')&%&o'*+ Ece#tiona! or etre$e conditions have a #ro-a-i!it% of occurrence of 5=. t is therefore necessar% to deter$ine the !a" of #ro-a-i!it% for the $ai$u$va!ue of the #heno$enon "ave8 "ind< during the !ifeti$e of the structure. This va!ue is a contro!!ingfactor in #ro>ect design.

D!!($ Co')&%&o'*+ Da$age conditions are defined as those "hich have the !o"est statistica!#ro-a-i!it% of occurrence of 1=. t is a!so an i$#ortant factor governing the #ro>ect design. Theacce!eration va!ues used for da$age conditions "i!! -e s!ight!% higher than the nor$a! condition.

4.2 MAIN DEFINITIONS

Pr&!r $/$r*+

Pri$ar% $e$-ers are those "hich are essentia! for the overa!! structura! integrit% e.g.$odu!es !egs as "e!! as hori;onta! -ea$s P6 etc.8< and -racings in the vertica! trusses<. Thesestructura! e!e$ents are fracture critica! and reuire i$#roved through thicness #ro#erties. '#ecia!$e$-ers are #art of the #ri$ar% $e$-ers !ocated at the vicinit% of critica! !oad trans$ission areasand of stress concentration !ocations e.g. Pade%es8 $ain nodes8 and cans<.

S$o')!r $/$r*+

'econdar% $e$-ers are those "hose contri-ution to the overa!! integrit% is not essentia!-ut "hich are significant!% !oaded. These $e$-ers fai!ure is noncritica! for the $odu!e or insta!!ation integrit% e.g. Dec -ea$s or 'tringers8 'econdar% -ea$s for $a>or eui#$ent

su##orts8 'econdar% Tu-u!ar $e$-ers8 Dec P!ates<.

T$r%&!r $/$r*:

Tertiar% $e$-ers are $inor $e$-ers and attach$ents that do not fa!! in the a-ovecategories 6rating f!ooring<8 "a!"a%s8 staircases8 handrai!s8 !adders<.

4.3 STRUCTURAL MODEL DEFINITIONS

4.3.1 *is s%ste$s:

G"o/!" A,&* S*%$

odes or >oints of the 'tructura! $ode! of each $odu!e are descri-ed in a g!o-a! ais s%ste$defined as fo!!o"s re!ative!% to the &P'( orientation. 6enera!!%8

• ? ais is #ara!!e! to the !ongitudina! ais of the &P'(8 oriented fro$ *ft to &oreside.

• @ ais is #er#endicu!ar to the !ongitudina! ais of the &P'( and is #ositive fro$'tar-oard to Portside.

• A ais is vertica! and is #ositive "hen oriented u#"ards.

6!o-a! *is s%ste$ used genera!!% is i!!ustrated in the setch -e!o":

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Lo!" A,&* S*%$

Each $e$-er of the 'tructura! $ode! has its o"n !oca! ais s%ste$ in "hich the ca!cu!atedinterna! forces are e#ressed. t can a!so -e used to introduce !oads on the $e$-ers. *!!girders or -ea$s are descri-ed such that their !oca! @ais is hori;onta!.

4.3.2 Eccentricities and (ffsets:

*!! eccentricities a-ove D/4 for tu-u!ar chord< or C/4 for -ea$ chord< sha!! -e $ode!!ed -%

addition of structura! nodes. The offset faci!ities of soft"are sha!! not -e used for $ode!!ingeccentricities since this co$$and does not a!!o" the checing of the shear stress in the chord$e$-ers.

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4.3.3 onnections:

*!! $e$-er ends sha!! -e fu!!% fied to ad>acent $e$-ers8 un!ess a degree of freedo$ isre!eased. *n% $e$-ers "ith re!eases sha!! -e high!ighted and the reasons for re$ova! of therestraint given. n #articu!ar8 the su##orting >oints of the various $odu!es sha!! -e accurate!%$ode!!ed "ith the a##ro#riate re!ease s#ecifications.

4.3.4 9oundar% onditions for 'too! 'u##orts:

T"o sets of -oundar% conditions sha!! -e used in order to descri-e rigorous!% the !oading histor%of a given $odu!e. The% inc!ude:

'et 1: The first ana!%sis is carried out "here rotations are free at the su##orts andsi$u!ates the initia! conditions of the $odu!e >ust after !oad out and insta!!ation on to the &P'(8-efore fied fir$!% to the &P'(8 using on!% dr% dead "eight "ithout -arge $otions. *s soon

as the $odu!es are #!aced on the stoo!s8 on!% vertica! !oads act on the su##orts and the $odu!eis free to s!ide in the hori;onta! directions.

'et 2: The second ana!%sis #erfor$ed si$u!ating the actua! in#!ace condition #revai!ing atsite "ith a!! !oads and &P'( $otions. *ccording!%8 &ied su##orts or a##ro#riate $ode!!ing of the su##orts degree of freedo$ shou!d -e given to si$u!ate the fina! situation of the $odu!e.

4.4 LOADING

The in#!ace !oads $a% occur during either the insta!!ation8 hoou# and co$$issioning or o#erationa! #hases. These !oads are categori;ed into three $ain grou#s:

• F0'%&o'!" "o!)* arising fro$ the 'tructures eistence and the e#ected use of the#!atfor$ faci!itiesF

• E'&ro'$'%!" "o!)* arising fro$ e#osure of the structures to "ind and acce!erationsF

• A&)$'%!" "o!)* arising fro$ #otentia! occurrence of a-nor$a! condition8 inc!udingdro##ed o->ects8 fire and -!ast !oading.

4.4.1 &+T(*, ,(*D'

4.4.1.1 'TR+T+R*, ,(*D'

)ain structure "eight Dead eight< concerns the "eight of the $ode!!ed $e$-ers of the Pri$ar%

structureF it is direct!% generated -% the co$#uter $ode! ana!%sis using a $ass densit% va!uead>usted in order to reach the net "eight of the eight ontro! Re#ort. n case the eight ontro!Re#ort does not #rovide re!ia-!e infor$ation at the -eginning of the studies<8 a suita-!e a!!o"ancefactor sha!! -e considered in addition to the generated "eight to account for the $ain structurestiffeners and other unforeseen "eight.

'econdar% structure "eight refers to the "eight of non$ode!!ed ite$s such as >oists8 $onorai!s8eui#$ent and #i#e su##ort -ea$s8 hand!ing structures8 #!atingF the% are esti$ated -ased on 3D$ode! "hich has -een incor#orated in the eight ontro! Re#ort and introduced as >oint or $e$-er !oads on the $ode!!ed $e$-ers.

Tertiar% structure "eight refers to the "eight of 6rating8 "a!"a%s8 staircases8 handrai! ite$s8!adders etc.8 the% are a!so esti$ated and a##!ied as >oint !oad or $e$-er !oads on the $ode!!ed$e$-ers.

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The "eights deter$ined as descri-ed a-ove are net "eights. n order to tae into account thedesign gro"th8 a suita-!e contingenc% factor is a##!ied to the net "eights in the co$-inations. *t

!ater stages "hen definition of the structures -eco$es $ore accurate8 contingenc% factors cou!d -ereduced in accordance "ith the eight ontro! Re#ort.

4.4.1.2 EH+P)ET ,(*D'

Eui#$ent !oads inc!ude the "eights of $echanica! ite$s such as #ressure vesse!s8 storage tans8rotating $achines8 CI*8 etc and sha!! -e a##!ied as #oint or distri-uted !oads at the a##ro#riate!ocations as a##!ica-!e.

Distinction is $ade -et"een dr% "eight8 content "eight8 o#erating and h%dro test conditions in order to offer the $ai$u$ f!ei-i!it% in co$-ining the !oads for the different situations of the $odu!e.

Eui#$ent !oads data "i!! nor$a!!% -e dra"n fro$ the eight ontro! Re#ort or !atest avai!a-!e

infor$ation. The va!ues to -e used in the co$-inations are the eui#$ent gross "eights inc!udingthe contingenc% factors as given -% the eight ontro! Re#ort.

* contingenc% factor has to -e a##!ied to a!! eui#$ent dr% "eight "hen no #recise infor$ation fro$vendor is avai!a-!e. o contingenc% "i!! -e considered on the Eui#$ent contents "eight or o#erating !oads other than dr% "eights. ontingenc% factor on dr% "eights cou!d -e reducedaccording to the eight ontro! Re#ort #recise or as fa-ricated vendor data -eco$e avai!a-!e.

(#erationa! !oad sha!! not -e considered if it reduces the effect of dead "eight.

Ece#tiona! o#erating !oads8 such as test conditions8 sha!! -e considered8 according to the test#rogra$. These !oads sha!! -e retained each ti$e the% govern the design8 the 1/3 increase of thea!!o"a-!e stresses $a% -e a##!ied for test conditions.

4.4.1.3 PP6 ,(*D'

Pi#ing dr% and o#erating "eights "i!! -e dra"n fro$ the eight ontro! Re#ort. n an% case8 fina!structura! ana!%ses sha!! use #i#ing !oads in accordance "ith #i#ing disci#!ine in#ut.

,oad contingenc% factors as given -% the eight ontro! Re#ort "i!! -e a##!ied to a!! e!e$entar%#i#ing !oads. ontingenc% factor "i!! -e reduced according to the eight ontro! Re#ort "ith the#rogress of #i#ing design and corres#onding f!ei-i!it% ana!%ses.

&or the detai!ed design of #i#ing su##orts8 a!! the o#erating !oads of #i#ing !oads due to #ressure of ther$a! !oads8 i$#osed dis#!ace$ents due to hu!! and $odu!es def!ections< sha!! -e taen intoaccount as #oint or distri-uted !oads as a##!ica-!e and sha!! -e in accordance "ith #i#ing

ca!cu!ation notes.

4.4.1.4 (TCER PER)*ET ,(*D'

(ther #er$anent !oads to -e considered inc!ude the dead "eight of:

• *rchitectura! ite$s -ui!ding structure8 "a!!s and #artitions8 f!oor #ane!s8 etc.<

• E!ectrica! ite$s and ca-!e tra%s8

• nstru$entation ite$s and ca-!e tra%s8

• 'afet% ite$s8

• nsta!!ation aids -u$#ers and guides<.

These "eights sha!! -e dra"n fro$ the eight ontro! Re#ort or !atest avai!a-!e infor$ation.

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4.4.1.5 ,IE ,(*D'

,ive !oads are defined as those that $a% change in $agnitude8 #osition8 and / or direction during

the nor$a! design !ife of a $odu!e.

,ive !oads are unifor$!% distri-uted !oads +D,< a##!ied to o#en f!oor8 !a% do"n areas and areasfree of eui#$ent and #i#ing. n the !oading co$-inations8 a reduction factor Ks sha!! -e a##!ied tothe va!ue given a-ove according to the $e$-er -eing designed and the t%#e of $ode!!ing invo!ved.

,ive !oads as defined a-ove are gravit% !oads and as such sha!! -e fu!!% a##!ied in the vertica!direction. These !ive !oads generate hori;onta! !oads under the $otions of the &P'( "hich sha!! -etaen into account. +n!ess further or $ore refined infor$ation -eco$e avai!a-!e8 hori;onta! !oadsdue to !ive !oads sha!! -e derived a!ong the sa$e #rocedure used for o-taining hori;onta! !oads dueto dead !oads.

Engineers to use the suita-!e reduction factor for ,ive ,oads +D,<8 -ased on engineering >udg$ent"hi!e giving reactions to the su-structure design.

4.4.2 EIR()ET*, ,(*D'

4.4.2.1 D ,(*D'

ind forces sha!! -e deter$ined in accordance "ith *P RP 2*'D 21st edition as descri-edhereafter. ind forces on a given $odu!e are assessed considering a!! the !ie!% screens to -e $eton the $odu!e inc!uding the structure itse!f and the different eui#$ent. o shie!ding effect isconsidered -et"een the different screens. ind force a##!ied on a given screen is o-tained -% thefor$u!a:

&v L M/2< u2s *

ith8M L $ass densit% of air s!ugs/ftN<+ L "ind s#eed ft/s< ca!cu!ated as #er *P RP 2* 'D section 2.3.21s L the sha#e coefficient of the screen "ithout di$ension. Refer 'ection 2.3.2.e * L the screen area in ftO

ind !oads on the structures sha!! -e a##!ied as series of #oint !oad at $a>or nodes a!ong the $aingirders. &or each eui#$ent ite$8 shear and overturning reactions induced -% "ind on its screenarea are ca!cu!ated and introduced at eui#$ent su##ort on the dec $ain girders.

T"o e!e$entar% "ind !oads are defined for each given $odu!e: ? and @ corres#onding

res#ective!% to "ind a!ong g!o-a! ?ais and "ind a!ong g!o-a! @ais. * t%#ica! ea$#!e is sho"n-e!o" sho"ing the "ind !oad a##!ication in $odu!e.

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Wind Load in X-direction

Wind Load in Y-direction

ind forces "i!! -e a##!ied concurrent!% "ith the inertia forces induced -% the &P'( $otions.E!e$entar% "ind !oads ? and @ are defined "ith the o#erating stor$ "ind s#eed. Therefore8 ana##ro#riate factor sha!! -e ca!cu!ated and a##!ied to these e!e$entar% "ind !oads for etre$e stor$conditions.

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4.4.2.2 &P'( )(T( ,(*D'

The 'tructures sha!! -e checed for the instantaneous acce!erations induced -% the &P'( $otions

during in#!ace configuration. These acce!erations "i!! -e deduced fro$ &P'( $otions and a##!iedto structures as !inear and angu!ar acce!erations for "hich the centre of rotation is assu$ed to -e atthe "ater !ine.

&P'( acce!erations sha!! inc!ude the effects of surge and s"a%8 as "e!! as s!o#e co$#onentsinduced -% $otions and static tri$.nertia forces induced -% the &P'( $otions on the $asses of a given $odu!e are generated in thenu$erica! ana!%sis -% a##!%ing effective !inear acce!erations at centre of gravit% of the $odu!e. Theeffective !inear acce!erations inc!ude the gsinθ co$#onent of the d%na$ic ang!es.

*cce!erations considered for the design of the To#sides )odu!e are:

a< (#erating 'tor$ ondition 1 %r -< Etre$e 'tor$ ondition 100 %rs

+nit !inear acce!erations are used to define e!e$entar% inertia !oadings "hich "i!! -e co$-ineda##ro#riate!% in order to cover a!! #ossi-!e onsite situations. The $a acce!erations of a-ove saidcondition is taen for the ana!%sis. These acce!erations "i!! -e varied -ased on environ$enta!condition at site.

4.4.2.3 &P'( DE&(R)*T( ,(*D'

&P'( defor$ations C(666 / '*666< are due to !oading / off!oading of oi! tans and due tod%na$ic !oads under "ave !oads. The &P'( hu!! acts !ie a girder and defor$s in the vertica! #!aneunder the action of Qsti!! "ater !oads uneven "eight and -uo%anc% distri-utions< and "ave !oading.

t is necessar% to consider the etre$e va!ues of -oth t%#es of !oading to o-tain the $ai$u$tensi!e and co$#ressive stresses/defor$ations in the dec and -otto$.

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The &P'( hu!! a!so defor$s in the hori;onta! #!ane under the action of "ave !oading in o-!iueseas. &P'( hu!! defor$ations induced !oads are taen into account in the design of the different

To#sides $odu!es -% introducing a##ro#riate!% #rescri-ed dis#!ace$ents in the structura! ana!%ses.

t has -een sho"n that d%na$ic defor$ations can -e neg!ected -efore static defor$ations. *ccording!%8 on!% static defor$ations of the &P'( hu!! "i!! -e considered. n order to reduce thenu$-er of !oad co$-inations in the ana!%ses8 the $ost critica! !oad cases have to -e se!ected. Thedefor$ations of &P'( sha!! -e introduced as #rescri-ed dis#!ace$ents at the su##ort #oints of the$odu!e. The !ongitudina!/hori;onta! defor$ations can a!so -e acco$#anied in the $ode! -%a##!%ing &rictiona! &orces at the res#ective su##orts8 due to the s!iding of the $odu!e on thesu##orts. This is achieved -% $u!ti#!%ing the re!evant oefficient of &riction < "ith the tota! vertica!forces.

n the case "here a detai!ed ca!cu!ation of the dis#!ace$ents is $ade8 severa! co$-inations areusing these dis#!ace$ents. f the nsta!!ation of the $odu!es is on the integrated dec8 and the

$odu!e co!u$ns are su##orted at severa! #oints on the integrated dec8 dis#!ace$ents areca!cu!ated at $an% #!aces.

n the a-sence of a rigorous stud% of #ro>ect8 the fo!!o"ing #rocedure is -eing used. f the structureis a Pancae t%#e su##orted on four stoo! #oints8 out of this8 t"o su##orts are considered asfied/#inned and t"o su##orts are s!iding su##orts. n these &P'( hu!! defor$ations induced !oadsare taen into account in the design of the different To#sides $odu!es -% introducing a##ro#riate!%#rescri-ed dis#!ace$ents in the structura! ana!%ses. *s each $odu!e is designed "ith 4 su##orts

inc!uding 2 fied/#inned and 2 s!iding su##orts8 the #rescri-ed dis#!ace$ents to -e a##!ied to thesu##orts are defined as fo!!o"s:

fied su##orts d, L 0 F dI L 0 s!iding su##orts d, L ,S , F dI L ,SU I

here8, ,ength -et"een the stoo! su##ort ro"s $<.d, Defor$ation to -e a##!ied in ,ongitudina! direction $$<.dI Defor$ation to -e a##!ied in Iertica! direction $$<. , ,ongitudina! defor$ation $$/$<. I Iertica! defor$ation $$/$<.

'o$eti$es8 the hu!! defor$ations are not trans$itted to the structure -% the use of #ot-earings/euiva!ents8 in order to avoid ecessive stresses in the $ain structure of the $odu!e. *ttention of the #ro>ect structura! engineers is dra"n to the fact that #rescri-ed !ongitudina!

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dis#!ace$ents have to -e a##!ied to s!iding su##orts in the direction "here friction at contacts#revents the s!iding.

4.4.3 *DET*, ,(*D'

4.4.3.1 DR(PPED (9VET' ,(*D'

'afet% "i!! assess $ean design va!ues for dro##ed o->ect according to hand!ing studies. These "i!!-e su-$itted to ()P*@ for a##rova!.

4.4.3.2 &RE *D E?P,('( ,(*D'

)a>or fire and e#!osion ha;ards sha!! -e identified as a #art of #ro>ect safet% studies. WPassiveX fire#rotection sha!! -e #rovided to ensure that functiona! !oads $a% -e carried under fire !oadingscenarios. The !oads to -e considered for -!ast and fire conditions "i!! -e given in the design -asis /design -rief and the !oads can -e used according!%.

4.4.4 ,(*D ()9*T('

Design !oad co$-inations sha!! -e o-tained -% adding the -asic !oad co$-ination a!ong "ith theenviron$enta! !oads o#erating and etre$e "ind !oads< and inertia !oads during re!evant designconfigurations Transit or o#erating or Etre$e 'tor$<

*!! gravit% -asic !oad cases dead "eight of structure8 dr% and content "eights of #i#ing8 eui#$ent8dr% "eights of instru$entation8 e!ectrica! ite$s8 !ive !oads etc< are #reco$-ined together for usingin the !oading co$-inations.

TYPICAL LOADING COMBINATION FOR INPLACE ANALYSIS

DY,&TDr% "eight of the )odu!e Dead "eight of 'tructure8 Dr% "t of Pi#ing8 Eui#$ent8E!ectrica! nstru$entation ite$s<

DY( ontent "eight of Pi#ing and eui#$ents8 ,ive !oads etc.8

'+R6EYP ,inear ,ongitudina! acce!eration a!ong ?Direction

'*@YP ,inear Transversa! acce!eration a!ong @Direction

CE*IEYP ,inear Iertica! *cce!eration a!ong ADirection

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C(666 &rictiona! &orces for !ongitudina! Defor$ation due to Cogging

C(66YdA Iertica! Cu!! defor$ation due to Cogging

'*666 &rictiona! &orces for !ongitudina! Defor$ation due to 'agging

'*66YdA Iertica! Cu!! defor$ation due to 'agging

4.5 PROCEDURE

The n#!ace ana!%sis is a c!assica! static !inear threedi$ensiona! s#ace fra$e ana!%sis8 taing intoaccount the inertia! forces due to &P'( $otions and hu!! dec defor$ations. The dead "eighta!ong "ith the content "eight is co$-ined "ith various &P'( acce!erations and hu!! defor$ations.ind forces "i!! -e a##!ied concurrent!% "ith the inertia forces inc!uding

(#erating stor$ conditions 1 %ear return #eriodo Etre$e stor$ conditions 100 %ear return #eriod

n the $otions of &P'( 9ea$ seas8 head seas and uartering seas are considered. The $ostcritica! static defor$ations resu!ting fro$ the &P'( ana!%ses under situations of -a!!ast/draftsconfigurations "i!! -e introduced at the su##orting #oints of the $odu!e. ritica! defor$ation casesfor the s#ecific !ocation of each $odu!e sha!! -e identified.

'tructura! strength chec for the $ain structura! fra$e $e$-ers and Tu-u!ar to Tu-u!ar connections are #erfor$ed direct!% -% the soft"are concerns. *nd other $ain fra$e connectionssuch as "ide f!ange to "ide f!ange8 tu-u!ar to "ide f!ange or "ide f!ange to tu-u!ar and !oca!reinforce$ents of $ain -ea$s sha!! -e checed -% !oca! ana!%ses inc!uding hand a##roach or finitee!e$ent $ethod8 "hichever is re!evant for the case considered.

4. MODULE STRUCTURE

* static 3D s#ace fra$e ana!%sis "i!! -e #erfor$ed. The co$#uter $ode! of the $odu!e structure"i!! ref!ect the correct g!o-a! stiffness of the structure and "i!! inc!ude a!! the $ain !ongitudina! andtransverse girders8 the hori;onta! and vertica! -racings and the co!u$n $e$-ers. 'econdar%structures sha!! genera!!% not to -e $ode!!ed ece#t if their #resence in the $ode! si$#!ifies theintroduction of !oads8 in this case the% sha!! not #artici#ate to the #!atfor$ stiffness. Co"ever their "eight sha!! -e taen into account in the dead "eight of secondar% structure. The stiffening effect of hori;onta! f!oor #!ates sha!! -e si$u!ated -% $eans of 2D stress e!e$ents.

* t%#ica! $odu!e "ith Pancae is sho"n -e!o".

Page: 15/25

4. DUMMY EUIPMENT MODELLING

'$a!! eui#$ents need not -e $ode!!ed. Their "eight sha!! -e taen into account as concentrated

or distri-uted !oad on -ea$s as a##!ica-!e.

Eui#$ents heavier than 3t for "hich the centre of gravit% is $ore than 1.5 $ a-ove the !eve! on"hich the eui#$ent is su##orted "i!! -e $ode!!ed as su-structure sids8 in order to tae intoaccount the effect of height es#ecia!!% for the trans#ortation and d%na$ic ana!%sis.

*!! the eui#$ents are $ode!!ed as -ea$ t%#e du$$% $e$-ers and u# to a height "hich coincides"ith the (6 of eui#$ent "ith nu!! densit%. These $e$-ers are given high stiffness va!ues so thatthe% do not defor$ and transfer secondar% defor$ations to the structure. The >oints connected tothe su##orting -ea$s of these du$$% $e$-ers are re!eased for $o$ents so that the% transfer on!% the reactions. Eui#$ent "eight is a##!ied at the (6 #oint. * t%#ica! ea$#!e of eui#$ent$ode! is sho"n -e!o".

STRUCTURE

EQUIPMENT

These su-structure $ode!s "i!! -e such that:

o nonrea!istic stiffness is added to the structura! $e$-ers.o #arasite effects are introduced in the $ode! as #orta! fra$e effects.

'o$e of the ea$#!es of $ode!!ing Eui#$ent Du$$% $e$-ers are sho"n -e!o":

4.7.1 EH+P)ET *D 9+,D6 )(DE,,6

4.7.1.1 'id Eui#$ent and Tans

L'(*) B

Vendor Equipment Modeled Equipment

20"x0.750"

8"x0.500"

upport !em#

(*) $ L' i# %hoo#en in order to mintin n equi&lent !endin moment in #upport !em#.

or tn $ L' L (the #upport !em i# enerll+ more ,lexi!le thn the tn.

$ -ele#e o, moment /

'id eui#$ent "i!! -e $ode!!ed as a 4 !egs fra$e "ith a star re!eased at each end on the 3

Page: 1B/25

$o$ents.

4.7.1.2 Three su##ort #oints 'id

Three su##ort #oints sid !ie tur-o generatorF co$#ressor or heav% #u$#s sha!! -e $ode!!ed assid eui#$ent "ith on!% three !egs and a##ro#riate shear re!eases according to the eui#$entsu##orting arrange$ent.

4.7.1.3 Cori;onta! vesse!s

20"x0.750"

8"x0.500"

upport !em#L B

-ele#e o, ,or%e ,or

#lidin' dire%tion

Cori;onta! vesse! "i!! -e $ode!!ed as a 4 !egs fra$e "ith a star re!eased at each end on the 3$o$ents8 2 fra$e !egs "i!! re!eased for the s!iding direction.

&or staced hori;onta! vesse!s8 the $ode! sha!! -e ada#ted "ith a g!o-a! cog !ocation.

4.7.1.4 Iertica! vesse!s

Vendor Equipment Modelled Equipment

∅1 t o, &e##el

umm+ mem!er

upport !em#

h ∅1 t

Iertica! vesse! "i!! -e $ode!!ed as a sing!e vertica! $e$-er "ith a du$$% $e$-er star re!eased ateach ends on the 3 $o$ents.

'!ender vertica! vesse! shou!d -e guided hori;onta!!% at one or $ore !eve!s.

Page: 17/25

∅1 t o, &e##el

umm+ mem!er

(3+p.)

upport !em#

∅1 t

4uide le&el

4uide le&el B

-ele#e o, ,or%e nd &erti%l #her

t 'uide le&el#

(*) $ B ,rom &endor dt or 3E69: #tndrd ,or %olumn #upport.

4.7.1.5 9ui!dings

9ui!dings sha!! -e $ode!!ed as sid eui#$ent "ith the fo!!o"ing considerations:

9ui!ding "ith structura! "a!!:4 su##orts #oint shou!d -e considered according the hard #oint of the su##ort structurestructura! -ea$s shou!d -e hung to the -ui!ding<.

9ui!ding "ithout structura! "a!!:? su##orts #oint shou!d -e considered on the -ui!ding circu$ference -ui!ding co!u$ns!ocation<. The sid that re#resents -ui!ding sha!! -e dec!ared as a du$$% su-structure in

order to ee# the sa$e reaction distri-ution irres#ective of su##ort structure defor$ation.

Buildin' ;ithout #tru%turl ;ll Modeled !uildin'

upport !em#

#u!<#tru%ture

Page: 1G/25

4. CODE CHEC6

)e$-er stress checs are carried out according to *P RP 2* 'D 21st edition and *'*'D

13th edition. Tu-u!ar to Tu-u!ar >oints sha!! -e checed as #er *P RP2* 'D. (ther >ointsinc!uding "ide f!ange to "ide f!ange8 tu-u!ar to "ide f!ange and "ide f!ange to tu-u!ar >oints sha!! -echeced as #er *' *'D. ,oca! sta-i!it% of the $ain girders having a high de#th to "e- thicnessratio or su->ected to high concentrated !oads "i!! -e checed according to *' and additiona!stiffening "i!! -e #rovided if necessar%.

9asic a!!o"a-!e stresses "i!! -e used for o#erating conditions and 1/3rd increased a!!o"a-!estresses "i!! -e used for etre$e conditions. &or da$age conditions if an%<8 2/3rd increase in -asica!!o"a-!e stresses are used.

4.7 MODELLING COMMANDS IN NSO

ZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZ ,(*D ()9*T('ZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZ,(*D ()9 [DY,&T[ ()9 [)'TR[ 1.15 [P*DE@E [ 1.05 [''TR[ 1.15 [PK''TR[ 1.15 [PP6 [ 1.20 [E,ETR[ 1.20 ['TR+ [ 1.20 [*C4DR@ [ 1.00

[*I94DR@ [ 1.20 [*)T470 [ 1.10 [*I?410 [ 1.20 [*K410 [ 1.20 [P+)P' [ 1.20 [&'DR@ [ 1.20 [,+9EDR@ [ 1.20 [(,)'TE[ 1.20 [',EER[ 1.20 ['T*K[ 1.00 [D+T[ 1.00 [D*)PER[ 1.00Z

PRE()9E [DY,&T[ZThis command just makes that particular load fit to be used in further combinations or beforeusing the above load case in the combinations it must be PRECOMBIE!"

ZZ,(*D ()9 [DY([ ()9 8[PP6([ 1.10 [*C4( [ 1.10 [*I94( [ 1.10 [*)T470([ 1.10 [&'( [ 1.10 [,+9E( [ 1.10 [,, [ 0.50 [,,Y,D [ 0.50

Page: 1J/25

ZPRE()9E [DY([

Z,(*D ()9 [DYP[ ()9 [DY,&T[ 1.00 [DY([ 1.00ZPRE()9E [DYP[ZZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZ ()P+T*T( (& ETRE (& 6R*IT@ZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZ+T' )T( )ETERRE'ET )*''

Z,(*D ,'T [DY,&T[6EER*TE )*'' &R() ,(*D6 [[DY,&T[ZPRT E6CTZ

The above fe# lines are necessar$ to get the %eight and CO& of a particular load case" It appears in the output file" RE'ET M('' command deletes all previousl$ specified masses"&EER(TE M('' command generates mass for the specified loading" PRIT %EI&)T command prints %eight and CO&"

ZPRT V(T ((RD*TE V(T 14 43 20 4JZ

The above line directs the program to print the joint co*ordinates of the specified joints

ZZ C(666 *D '*666Z+T ) K,(*D6 [C(666[V(T ,(*D'20 &(R ? 1.04J &(R ? 1.0Z+T ) K,(*D6 ['*666[

V(T ,(*D'20 &(R ? 1.04J &(R ? 1.0Z

The above commands are used to define loadings +)O&&I&+ and +'(&&I&+" These are thefrictional forces given to take care of the longitudinal displacement" ,or details refer thecombinations attached in (ppendi- ("

Z,(*D6 ['*66YdA[V(T D'P,*E)ET20 4J 6,(9*, D'P 0 0 \0.01BJB Z 0.G$$/$S21.2$Z

,(*D6 [C(66YdA[V(T D'P,*E)ET20 4J 6,(9*, D'P 0 0 0.01BJB Z 0.G$$/$S21.2$Z

Page: 20/25

The above are the commands for giving vertical hull deformations due to )ogging and 'agging effects" ,or details refer the combinations attached in (ppendi- (

ZZ +nit *cce!erationsZ+T ) R*D 'E(D T(ZRE'ET )*''6EER*TE )*'' &R() ,(*D6 [DYP[PRT E6CTZ,(*D ['+R6EYP[ [,E*R ,(6T+D*, *E,ER*T( *,(6 ?[,E*R * )(T( ? 1.000Z,(*D ['*@YP[ [TR*'IER'*, *E,ER*T( *,(6 @[,E*R * )(T( @ 1.000Z,(*D [CE*IEYP[ [,E*R IERT*, *E,ER*T( *,(6 A[,E*R * )(T( A 1.000Z

The above are the commands that define the unit inplace accelerations

Z ZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZ (PER*T6 (DT( ,(*D6' \*8 \*%8 \*; *8*%8*AZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZ+T ) R*D 'E(D T(

Z6R(+P [(PER[ ,(*D6 'T*RTZ

ZSSSSSS['+R6EYP[\0.B2 [@Y(P[ 1.0 *DDT('SSSSSSZ,(*D ()9 Q(P1[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP 1.3B ['*@YP[ \2.55 [@Y(P[ 1.00 Q'+R6EYP[ \0.B2 [C(666[ 2025.G QC(66YdA[ 1.0 [?Y(P[ 1.00Z,(*D ()9 Q(P2[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP \1.3B ['*@YP[ \2.55 [@Y(P[ 1.00 ['+R6EYP[ \0.B2 [C(666[ 2025.G [C(66YdA[ 1.0

[?Y(P[ 1.00Z,(*D ()9 Q(P3[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP 1.3B ['*@YP[ 2.55 [@Y(P[ \1.00 ['+R6EYP[ \0.B2[C(666[ 2025.G [C(66YdA[ 1.0 [?Y(P[ 1.00Z,(*D ()9 Q(P4[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP \1.3B ['*@YP[ 2.55 [@Y(P[ \1.00 ['+R6EYP[ \0.B2[C(666[ 2025.G [C(66YdA[ 1.0 [?Y(P[ 1.00Z,(*D ()9 Q(P5[

()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP[ 1.3B ['*@YP[ \2.55 [@Y(P[ 1.00 ['+R6EYP[ \0.B2['*666[ 2025.G ['*66YdA[ 1.0 [?Y(P[ 1.00Z

Page: 21/25

,(*D ()9 Q(PB[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP \1.3B ['*@YP[

\2.55 [@Y(P[ 1.00 ['+R6EYP[ \0.B2['*666[ 2025.G ['*66YdA[ 1.0 [?Y(P[ 1.00Z,(*D ()9 Q(P7[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP 1.3B ['*@YP[ 2.55 [@Y(P[ \1.00 ['+R6EYP[ \0.B2['*666[ 2025.G ['*66YdA[ 1.0 [?Y(P[ 1.00Z,(*D ()9 Q(PG[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP \1.3B ['*@YP[ 2.55 [@Y(P[ \1.00 ['+R6EYP[ \0.B2['*666[ 2025.G ['*66YdA[ 1.0 [?Y(P[ 1.00

ZZSSSSSS['+R6EYP[ 0.B2[?Y(P[ \1.0 *DDT('SSSSSZ,(*D ()9 Q(PJ[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP 1.3B ['*@YP[ \2.55 [@Y(P[ 1.00 ['+R6EYP[ 0.B2[C(666[ 2025.G [C(66YdA[ 1.0 [?Y(P[ \1.00Z,(*D ()9 Q(P10[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP \1.3B ['*@YP[ \2.55 [@Y(P[ 1.00 ['+R6EYP[ 0.B2[C(666[ 2025.G [C(66YdA[ 1.0 [?Y(P[ \1.00Z

,(*D ()9 Q(P11[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP 1.3B ['*@YP[ 2.55 [@Y(P[ \1.00 ['+R6EYP[ 0.B2[C(666[ 2025.G [C(66YdA[ 1.0 [?Y(P[ \1.00Z,(*D ()9 Q(P12[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP \1.3B ['*@YP[ 2.55 [@Y(P[ \1.00 ['+R6EYP[ 0.B2[C(666[ 2025.G [C(66YdA[ 1.0 [?Y(P[ \1.00Z,(*D ()9 Q(P13[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP 1.3B ['*@YP[ \2.55 [@Y(P[ 1.00 ['+R6EYP[ 0.B2['*666[ 2025.G ['*66YdA[ 1.0

[?Y(P[ \1.00Z,(*D ()9 Q(P14[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP \1.3B ['*@YP[ \2.55 [@Y(P[ 1.00 ['+R6EYP[ 0.B2['*666[ 2025.G ['*66YdA[ 1.0 [?Y(P[ \1.00Z,(*D ()9 Q(P15[ ()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP 1.3B ['*@YP[ 2.55 [@Y(P[ \1.00 ['+R6EYP[ 0.B2['*666[ 2025.G ['*66YdA[ 1.0 [?Y(P[ \1.00Z,(*D ()9 Q(P1B[

()9E QDY,&T[ \1.0000 [DY([ \1.0000 [CE*IEYP \1.3B ['*@YP[ 2.55 [@Y(P[ \1.00 ['+R6EYP[ 0.B2['*666[ 2025.G ['*66YdA[ 1.0 [?Y(P[ \1.00Z

Page: 22/25

6R(+P [(PER[ ,(*D6 EDZ

The above lines are the linear accelerations and the loading combinations for the operating condition" 'imilarl$ it is repeated for the e-treme condition also"

Z,(*D ,'T *,,RE'+,T*TZ

This command directs the program to calculate and print the resultants of the loads applied" Thisresultant #ill appear in output file

4.19 BOUNDARY CONDITION INPUT IN NSO

Z ',D6 '+PP(RT'Z+T' ) K DE6ZV(T RE,E*'E'20 &(R ? )() ? @ A4J &(R ? @ )() ? @ AZZZ PED '+PP(RT'ZV(T RE,E*'E'14 )() ? @ A

43 &(R @ )() ? @ AZZZ )odu!e *fter nsta!!ationZZ+T ) R*D 'E(D T(ZC*6EV(T 'T*T+'14 '+PP(RT43 '+PP(RT20 '+PP(RT

4J '+PP(RTZV(T RE,E*'E'14 )() ? @ A43 )() ? @ A20 &(R ? )() ? @ A4J &(R ? )() ? @ A *DDT(Z

These are the boundar$ conditions after installation" ,or t#o supports a pinned boundar$ condition is given and for the other t#o supports release in given in .*direction /'liding supports0"The command C)(&E1 2OIT 'T(T3' changes the previousl$ defined boundar$ conditionsand the command (!!ITIO adds the ne# boundar$ conditions"

4.11 ANALYSIS COMMANDS

Page: 24/25

ZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZ 'TR+T+R*, (DE CEK

ZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZ+T' )) Z *TIE )E)9ER *,,*TIE )E)9ER ['T((,'[ZT REP(RT [*PY(P[ *P )E)9ER [R*T(' *P (PER*T6[,(*D ,'T [DYP[ [(PER[ *P ,( 0.50 'D ' 11 )E)9ER' (PER*T6 *'EZ

The above lines are the code checking commands for operating case" The member results arestored in 6(PI78P9

ZT REP(RT [V(TY(P[ *P [*P Tu-u!ar Voints[,(*D ,'T [DYP[ [(PER[ *P ,( 0.50 'D ' 11 ,(*D (PER*T6 *'EZ

The above lines are the code checking commands for Tubular joints" The joint results are stored in 62OIT*OP9" 'imilar commands are #ritten for e-treme case also"

ZZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZ RE'+,T'ZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZ

Print re#ort [ *PY(P[Print re#ort [V(T(P[Z

The above commands print the results in the name (PI7OP and 2OIT7OP

4.13 POST PROCESSING COMMANDS

ZZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZ '@)('T ())*D'ZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZ

,(*D ,'T [()9[RE*TE '@)('T (,@ D'P,*Z

This command helps to create displacement file in the post processing mode and helps to plot the displacement plots"

ZRE*TE '@)('T CE*DER id [*P[ staticZ

%hile vie#ing the results graphicall$1 for e-ample the 3C ratios for members1 the results arestored under this particular )eader id" It is the name given for storing the results #hich is to beused in post processing

RE*TE '@)('T REP(RT [ *PY(P[Z

It is the report for a particular t$pe of members stored in the given name 6(PI7OP+ and it is stored

Page: 25/25

inside the )E(!ER id 6(PI9

RE*TE '@)('T REP(RT [ V(T(P[Z

It is the report for a particular t$pe of joints stored in the given name 2OIT*OP and it is stored inside the )E(!ER id (PI

ZRE*TE '@)('T 6E()ETR@Z

This command creates the &raphical is$most file from the 'O file after running the file"

NOTE: *!! the co$$ands are sho"n as an ea$#!e to understand and for detai!ed co$$ands andco$-inations refer *PPED? * "here a sa$#!e in#ut fi!e is attached. *!! the ece! sheets used togenerate in#uts are a!so attached in *PPED? 9.

5. FLOW CHART

ot a##!ica-!e

FPSO TOPSIDE MODULES-INPLACE ANALYSIS USING FASTRUDL

*ttach$ent * Page: 1/G

ATTACHMENT A - SAMPLE NSO INPUT FILE FOR INPLACE ANALYSIS

'*)P,E P+T &R() 6(,&C( )50 Doc o: *6 G20'R 0 3BB *5*1<ZZ ] (DE' ((RD*TE'Z+T' )V(T ((RD*TE' 2 2.04370E\02 J.B0200E\01 1.31B53E\02 3 2.0B150E\02 J.B0200E\01 1.31B53E\02 4 2.0J200E\02 J.B0200E\01 1.31B53E\02 5 2.14150E\02 J.B0200E\01 1.31B53E\02..ZZ ] 9(+D*R@ (DT('ZV(T 'T*T+' 4J '+PP(RT 20 '+PP(RT 43 '+PP(RT 14 '+PP(RTZZ ] )E)9ER DEE'ZT@PE 'P*E &R*)E)E)9ER DEE'Z )E)9ER

102 2 5GB 103 12 7GJ 104 BG G07 105 22 104B..ZZ ] )E)9ER (RET*T(Z+T' DE6)E)9ER (RET*T( 102 *?' A IET(R ()P ? 0.00000 @ 0.00000 A 1.00000 Z 9ET* : 3.B000E\02 103 *?' A IET(R ()P ? 0.00000 @ 0.00000 A 1.00000 Z 9ET* : 3.B000E\02 104 *?' A IET(R ()P ? 0.00000 @ 0.00000 A 1.00000 Z 9ET* : 3.B000E\02 105 *?' A IET(R ()P ? 0.00000 @ 0.00000 A 1.00000 Z 9ET* : 3.B000E\02..ZZ ] )E)9ER PR(PERTE'Z+T' ))E)9ER PR(PERTE' PR')*TZ

Z PC@' *1500?40 112 T( 113 121 T( 142 14J T( 150 15G T( 1B5 1B7 T( 1BG 174 T( 175 17J T( 1G4 1J0 1JJ T( 200 202 T( 204 ..ZZ ] PR(&,E' 'C*PEZZ PC@' *1500?40P*R*)ETER [PR(&,E[ [[ )E)9ER 112 T( 113 121 T( 142 14J T( 150 15G T( 1B5 1B7 T( 1BG 174 T( 175

17J T( 1G4 1J0 1JJ T( 200 202 T( 204 ..Z

Z ] )E)9ER EETRTE'Z+T' )

)E)9ER EETRTE'Z 102 T( 10G 1723 1GJ1 1J31 21J2 2541 3133 6,(9*, 'T*RT ? 0.0000E\00 @ 0.0000E\00 A B.1500E\01 ED ? 0.0000E\00 @ 0.0000E\00 A B.1500E\01..ZZ ] 9+K,6 ,E6TC'+T' )ZP*R*)ETER [,@R[ 2.B000E\00 )E)9ER 102 1G3 T( 1G4 1GG 1J0 1JJ T( 200 270 T( 271 274 T( 275 2J3 1723 1727

.ZZ ] P,*TE DEE'ZT@PE P,*TEE,E)ET DEE'Z E,E)ET

1BJB 2 5GB 1405 3 1BJ7 3 1405 5JG 4 1BJG 4 5JG 1424 5 1BJJ 5 1424 B10 B 1700 B B10 1442 7..Z

Z ] P,*TE PR(PERTE'Z+T' )) DE6E,E)ET PR(PERTE'ZZ PC@' T(,EZ P,*TE PR(PERTE'

1BJB T( 1704 170B 170G 1710 1720 1722 1J17 T( 1J1G 1J27 T( 1J30 21G0 T( 21G7 21J0 T( 21J1 233B ..ZZ ] )*TER*,'Z

+T' )) E KE,ZZ )*TE &@345('T*T E 2.0500E\05 102 T( 11J 121 T( 1B5 1B7 T( 1BJ 171 T( 17B 17G T( 1J0 1JJ T( 200 202 T( 204 20B T( 20G ..ZZ ] DE'TE'Z+T' ) K6ZZ DE' DE7G50('T*T DE'T@ 7.G500E\03 102 T( 17B 17G T( 200 202 T( 204 20B T( 20G 210 T( 21J 270 T( 2J3 .

.ZZ ] 6R(+P'

Z6R(+P [)E)9ER [ Z [9*'E [ Q)E)9ER E,E)ET' 102 T( 17B 17G T( 200 202 T( 204 20B T( 20G 210 T( 21J 270 T( 2J3 1BG1 1723 1725 1727 172J 1731 ..ZZ ] ,(*D6 *'E'Z+T' ) K KE, DE6 'ZZ 1 : E6CT (& PP6,(*D6 [PP6 [ [E6CT (& PP6[

V(T ,(*D'Z ,(*D50 PP6 1.1GBG 1424 &(R ? 0.00000E\00 @ 0.00000E\00 A 2.13B20E\00 1421 &(R ? 0.00000E\00 @ 0.00000E\00 A 2.13B20E\00 1417 &(R ? 0.00000E\00 @ 0.00000E\00 A 2.13B20E\00 1415 &(R ? 0.00000E\00 @ 0.00000E\00 A 2.13B20E\00)E)9ER ,(*D'Z ,(*D50 PP6 1.1GBG 4B20 &(R A 6,(9 +& 1.1GB7GE\00 4B22 &(R A 6,(9 +& 1.1GB7GE\00 4B24 &(R A 6,(9 +& 1.1GB7GE\00 4B2G &(R A 6,(9 +& 1.1GB7GE\00..ZZ

Z P,*E **,@''Z Z6R(+P ['+PP(RT[ V(T' 14 43 20 4JZ

ZLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLZZ DE*DE6CT ()9*T('Z

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ATTACHMENT B - SPREADSHEET FOR CALCULATION OF WIND LOAD

Ref: ''P'('T045Y0.!s .ind !oad a!cu!ation '#readsheet<

FPSO Topside Modules in-Place Analysis Using FastSTRUDL - Report

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