Sheet6DATE:1/8/14 16:20API STANDARD 650BY:PT. LYDUMA
INTERMASSTORAGE TANK FILE NO.:DATA SHEETPAGE:OFGENERAL INFORMATION
(TO BE COMPLETED BY PURCHASER1.PURCHASER/AGENTADDRESSCITYSTATEZIP
CODEPHONE2.USER3.ERECTION SITE :NAME OF PLANTLOCATION4.TANK
NO.MAXIMUM CAPACITY (3.2.5.1)m3(bbl)NETWORKING
CAPACITYm3(bbl)OVERFILL PROTECTION (API-2350)5.PUMPING RATES
:INm3/h (bbl/h)OUTm3/h (bbl/h)6.MAXIMUM DESIGN
TEMPERATUREoC(oF)
Criteria1.DESIGN CODE & SPECIFICATIONStorage Tank=API 650 10
EDITION=SNI 03-1726-2002=SNI 03-2847-2002=SNI
03-1729-20021.1TANKItem Name=TANK 6000 MT1.2GEOMETRIC DATAInside
Diameter=21.019mNominal Diameter (New)(on 1st Shell
course)=21.037mTank Height=21.600mSpecific Gravity of Operating
Liquid, SG (Actual)=0.86Specific Gravity of Operating liquid, SG
(Design)=1.00Nominal Capacity=7498m3Storage
Capacity=6044m3Networking Capacity=5892m3Higher Liquid
Level=20.520mLower Liquid Level=0.550m1.3PRESSURE &
TEMPERATUREDesign Pressure: Upper, Pu=0.000mbarg: Lower,
Pl=0.000mbargDesign Temperature: Upper, Tu=70oC: Lower,
Tl=-17oC1.4MATERIAL & MECHANICAL
PROPERTIESComponentMaterialTensileYieldCorrosionStressStressAllowancefy(N/mm2)Fu
(N/mm2)CA (mm)PLATEShell PlateA 362504003Annular PlateA
362504003Bottom PlateA 362504003Roof PlateA 362504003STRUCTURE
MEMBERRoof Structure (Rafter, BracE, etc)BJ 37240370-Top Curb
AngleBJ 37240370-Intermediate Wind GirderBJ 37240370-
Shell2.0SHELL COURSE DESIGN2.1GEOMETRIC DATA-Plate Size Used=6'
x 20'-Material specification=A 36-Minimum thickness shell course as
perAPI 650 Clause 3.6.1.1=6mm-Shell Plate min width as perAPI 650
Clause 3.6.1.2=1800mm2.2MATERIAL & MECHANICAL
PROPERTIESNoMaterialSpecifiedSpecifiedMax. AllowMax. AllowUsedMin.
TensileMin. YieldDesignHydrotestStressStressStressStressfy
(N/mm2)Fu (N/mm2)Sd(N/mm2)St(N/mm2)1A 36250400160.00171.432A
36250400160.00171.433A 36250400160.00171.434A
36250400160.00171.435A 36250400160.00171.436A
36250400160.00171.437A 36250400160.00171.438A
36250400160.00171.439A 36250400160.00171.4310A
36250400160.00171.4311A 36250400160.00171.4312A
36250400160.00171.432.3SPECIFIED MINIMUM SHELL THICKNESS-Minimum
thickness as perAPI 650 Clause 3.6.1.1=6.00mm2.4SHELL THICKNESS
CALCULATION BY ONE-FOOT METHOD -Design shell thickness (in mm)4.9 D
(H-0.3).Gtd= + CAAPI 650 Clause 3.6.3.2=16.02mmSd
-Hydrostatic test shell thickness4.9 D (H-0.3).Gtt=API 650
Clause 3.6.3.2=12.15mmStWhere :D=Tank diameter=21.019mH=Design
liquid level.=20.52mG=Design specific gravity of the liquid
(water)=1.00Sd=Allowable stress for the design
condition=160.00MpaSt=Allowable stress for the hydrostatic test
condition=171.43MpaCA=Corrosion Allowance=3mm
2.5CALCULATION & RESULTSNoMaterialWidthLengtht designt
hydrotmintscWeight(mm)(mm)(mm)(mm)(mm)(mm)(kg)1A
361800600016.0212.15171816,8022A 361800600014.8611.07151614,9353A
361800600013.709.99141413,0684A 361800600012.548.90131413,0685A
361800600011.387.82121211,2016A 361800600010.226.74111211,2017A
36180060009.065.6610109,3348A 36180060007.914.58887,4679A
36180060006.753.50787,46710A 36180060005.592.42665,60111A
36180060004.431.33565,60112A 36180060003.270.25465,601Total Weight
:121,346
Bottom & Annular3.0BOTTOM & ANNULAR PLATE
DESIGN3.1BOTTOM PLATE -Bottom plate size=6' x 20'-Material
specification=A 36-Minimum thicknessAPI 650 Clause
3.4.1=6mm-Minimum width as perAPI 650 Clause 3.4.1=1800mm-Minimum
slope bottom plateAPI 650 Appendix B.3.3=0.83%-Minimum width
overlapping bottom pl.API 650 Clause 3.4.2=50mm-Bottom plate
thickness required (Include CA)=9mm-Used bottom plate
thickness=18mm3.2ANNULAR PLATE-Annular plate size=6' x 20'-Material
specification=A 36-Nominal thickness of 1st shell course,
tsc1=18mm-Hydrotest stress in 1st shell course4.9 D
(H-0.3).GSt==115.70Mpatsc1Where :D=Tank Diameter=21.019mH=Design
Liquid Level=20.52mtsc1=Nominal thickness of 1st shell
course=18mm-Minimum Annular plate thicknessAPI 650 Clause
3.6.1.2=6mm-Minimum shell-to-bottom fillet welds sizeAPI 650 Clause
3.1.5.7=6mm-Minimum width projected inside (Cl.3.5.2)in=600mm-Min.
width projected outside of shell (Cl.3.4.2)out=50mm-Width
overlapping (annular to bottom)trim=50mm-Minimum thickness required
(Include CA)=9mm-Radial with of annular plate
(in+out+tsc1+trim)La=718mm-Annular plate thickness
requiredta=15mm-Minimum radial width of annular plate
215. taLa==768mm(H.G)0,5Where :ta=Annular plate
thickness=15mmH=Maximum design liquid level=20.520mG=Design
specific gravity to be stored=0.86-Used annular plate thickness
(specified by owner)=18mm
Roof4.0ROOF DESIGN4.1TANK GEOMETRY DATA-Tank
Diameter=21.019m-Tank Height=21.600m-Slope of Roof=8o-Roof
type=Cone Radial With Support-Minimum thickness roof plate(API 650
Cl.3.10.2.2)=5mm
4.2MEMBER SIZE & PROPERTIES-Roof plate size=6' x
20'-Material specification roof plate=A 36-Roof plate corrosion
allowance=34.3LOAD ROOF STRUCTUREALOAD-Live load=122.36kg/m2-Dead
Load (roof plate t =5mm)=39.25kg/m2
BLOAD COMBINATIONLoad combination according to SNI 03-1729-2002U
= 1.4 DLU = 1.2 DL + 1.6 LLU = 1.2 DL + 1.3 W
Gambar. Penamaan member, rafter, purlin dan luas, panjang
masing-masing
BLOAD ON MEMBER 1 AND MEMBER 6-Horizontal member
lengthLHOR=1.97m-Member length projectedL=1.99m-Area A (Member 1
and member 6)AA=0.93m2-Uniform live load on member 1 and member
6a.Load on end memberWL=57.18kg/mb.Support reaction on end
memberRL=56.93kg-Uniform dead load on member 1 and member 6a.Load
on end memberWD=18.34kg/mb.Support reaction on end
memberRD=18.26kg
CLOAD ON MEMBER 2 AND MEMBER 7-Horizontal member
lengthLHOR=1.97m-Member length projectedL=1.99m-Area B (Member 2
and member 7)AB=0.72m2-Uniform live load on member 1 and member
6a.Load on end memberWL=44.01kg/mb.Support reaction on end
memberRL=43.82kg-Uniform dead load on member 1 and member 6a.Load
on end memberWD=14.12kg/mb.Support reaction on end
memberRD=14.06kg
DLOAD ON MEMBER 3 AND MEMBER 8-Horizontal member
lengthLHOR=1.97m-Member length projectedL=1.99m-Area C (Member 3
and member 8)AC=0.53m2-Uniform live load on member 1 and member
6a.Load on end memberWL=32.65kg/mb.Support reaction on end
memberRL=32.51kg-Uniform dead load on member 1 and member 6a.Load
on end memberWD=10.47kg/mb.Support reaction on end
memberRD=10.43kg
ELOAD ON MEMBER 4 AND MEMBER 9-Horizontal member
lengthLHOR=1.97m-Member length projectedL=1.99m-Area D (Member 4
and member 9)AD=0.68m2-Uniform live load on member 1 and member
6a.Load on end memberWL=41.82kg/mb.Support reaction on end
memberRL=41.64kg-Uniform dead load on member 1 and member 6a.Load
on end memberWD=13.42kg/mb.Support reaction on end
memberRD=13.36kg
FLOAD ON MEMBER 5 AND MEMBER 10-Horizontal member
lengthLHOR=1.97m-Member length projectedL=1.99m-Area E (Member 5
and member 10)AE=0.68m2
-Uniform live load on member 1 and member 6a.Load on end
memberWL=41.82kg/mb.Support reaction on end
memberRL=41.64kg-Uniform dead load on member 1 and member 6a.Load
on end memberWD=13.42kg/mb.Support reaction on end
memberRD=13.36kg
HLOAD ON RAFTER 1 DAN 8-Horizontal rafter
lengthLHOR=2.10m-Rafter length projectedL=2.12m-Area F (rafter 1
and rafter 8)AF=1.95m2-Use rafter=UNP75wg=6.92kg/m-Uniform live
load on rafter 1 and rafter 8a.Load on end
rafterWL=112.50kg/mb.Support reaction on end
rafterRL=119.02kgc.Bending moment on rafterML=62.96kg.m-Uniform
dead load on member 1 and member 8a.Load on end
rafterWD=36.09kg/mb.Support reaction on end
rafterRD=48.08kgc.Bending moment on rafterMD=25.43kg.m
ILOAD ON RAFTER 2 DAN 9-Horizontal rafter
lengthLHOR=1.94m-Rafter length projectedL=1.96m-Area G (rafter 2
and rafter 9)AG=1.42m2-Use rafter=UNP75wg=6.92kg/m-Uniform live
load on rafter 2 and rafter 9a.Load on end
rafterWL=88.83kg/mb.Support reaction on end
rafterRL=87.16kgc.Bending moment on rafterML=42.76kg.m-Uniform dead
load on member 2 and member 9a.Load on end
rafterWD=28.49kg/mb.Support reaction on end
rafterRD=37.14kgc.Bending moment on rafterMD=18.22kg.m
JLOAD ON RAFTER 3 DAN 10-Horizontal rafter
lengthLHOR=1.94m-Rafter length projectedL=1.96m-Area H (rafter 3
and rafter 10)AH=1.42m2-Use rafter=UNP75wg=6.92kg/m-Uniform live
load on rafter 3 and rafter 10a.Load on end
rafterWL=88.83kg/mb.Support reaction on end
rafterRL=87.16kgc.Bending moment on rafterML=42.76kg.m-Uniform dead
load on member 3 and member 10a.Load on end
rafterWD=28.49kg/mb.Support reaction on end
rafterRD=37.14kgc.Bending moment on rafterMD=18.22kg.m
KLOAD ON RAFTER 4-Horizontal rafter lengthLHOR=1.93m-Rafter
length projectedL=1.95m-Area I (rafter 4)AI=1.36m2-Use
rafter=UNP75wg=6.92kg/m-Uniform live load on rafter 4a.Load on end
rafterWL=85.29kg/mb.Support reaction on end
rafterRL=83.29kgc.Bending moment on rafterML=40.66kg.m-Uniform dead
load on member 4a.Load on end rafterWD=27.36kg/mb.Support reaction
on end rafterRD=35.86kgc.Bending moment on rafterMD=17.51kg.m
LLOAD ON RAFTER 5-Horizontal rafter lengthLHOR=2.14m-Rafter
length projectedL=2.16m-Area J (rafter 5)AJ=1.98m2-Use
rafter=UNP75wg=6.92kg/m-Uniform live load on rafter 5a.Load on end
rafterWL=112.53kg/mb.Support reaction on end
rafterRL=121.35kgc.Bending moment on rafterML=65.44kg.m-Uniform
dead load on member 5a.Load on end rafterWD=36.09kg/mb.Support
reaction on end rafterRD=46.39kgc.Bending moment on
rafterMD=25.01kg.mMLOAD ON RAFTER 6-Horizontal rafter
lengthLHOR=2.14m-Rafter length projectedL=2.16m-Area K (rafter
6)AK=1.98m2-Use rafter=UNP75wg=6.92kg/m-Uniform live load on rafter
6a.Load on end rafterWL=112.53kg/mb.Support reaction on end
rafterRL=121.35kgc.Bending moment on rafterML=65.44kg.m-Uniform
dead load on member 6a.Load on end rafterWD=36.09kg/mb.Support
reaction on end rafterRD=46.39kgc.Bending moment on
rafterMD=25.01kg.mNLOAD ON RAFTER 7-Horizontal rafter
lengthLHOR=1.93m-Rafter length projectedL=1.95m-Area L (rafter
7)AK=1.05m2-Use rafter=UNP75wg=6.92kg/m-Uniform live load on
rafter7a.Load on end rafterWL=65.50kg/mb.Support reaction on end
rafterRL=63.96kgc.Bending moment on rafterML=31.23kg.m-Uniform dead
load on member7a.Load on end rafterWD=21.01kg/mb.Support reaction
on end rafterRD=29.66kgc.Bending moment on rafterMD=14.48kg.mOLOAD
ON PURLIN 1-Purlin lengthL=3.33m-Use purlinwg=9.36kg/m-Live
Loada.1/4 span(Due to rafter 1 and 2 reaction)P1=206.19kgb.1/2
span(Due to rafter 5 and 6 reaction)P2=208.09kgc.3/4 span(Due to
rafter 8 and 9 reaction)P3=206.19kg-Dead loada.1/4 span(Due to
rafter 1 and 2 reaction)P1=85.23kgb.1/2 span(Due to rafter 5 and 6
reaction)P2=85.98kgc.3/4 span(Due to rafter 8 and 9
reaction)P3=85.23kg
PLOAD ON PURLIN 2-Purlin lengthL=2.56m-Use
purlinwg=9.36kg/m-Live Loada.1/4 span(Due to rafter 2 and 3
reaction)P1=151.56kgb.1/2 span(Due to rafter 6 and 7
reaction)P2=150.69kgc.3/4 span(Due to rafter 9 and 10
reaction)P3=151.56kg-Dead loada.1/4 span(Due to rafter 2 and 3
reaction)P1=66.99kgb.1/2 span(Due to rafter 6 and 7
reaction)P2=66.62kgc.3/4 span(Due to rafter 9 and 10
reaction)P3=66.99kg
QLOAD ON PURLIN 3-Purlin lengthL=1.79m-Use
purlinwg=9.36kg/m-Live Loada.1/4 span(Due to rafter
3)P1=64.4kgb.1/2 span(Due to rafter 7 and 4
reaction)P2=147.24kgc.3/4 span(Due to rafter 10
reaction)P3=64.4kg-Dead loada.1/4 span(Due to rafter
3)P1=29.84kgb.1/2 span(Due to rafter 7 and 4
reaction)P2=65.51kgc.3/4 span(Due to rafter 10
reaction)P3=29.84kgRLOAD ON PURLIN 4-Purlin lengthL=1.02m-Use
purlinwg=9.36kg/m-Live Loada.1/2 span(Due to rafter 4
reaction)P1=83.29kg-Dead loada.1/2 span(Due to rafter 4
reaction)P1=35.86kg4.4TRUSS FRAME, RAFTER AND PURLIN
DESIGNARAFTER1Choose rafter 5 (Maximum load)-Use
rafter=UNP75x40x5x7wg=9.36kg/m-Yield stressfy=240Mpa-Ultimit
stressFu=370Mpa-Section ModulusZx=20.02cm3-Rafter
lengthL=2.16m-Momen due to live load=65.44kgm-Momen due to dead
load=26.43kgm-Support reaction due to live load=121.35kg-Support
reaction due to dead
load=49.02kgNoCombinationMomentReactionkg.mkg.m1U = 1.4
DL37.0168.632U = 1.2 DL + 1.6 LL136.42252.993U = 1.2 DL + 1.3 WUse
combination :MomentMu=136.42kgmSupport reactionRu=252.99kgNominal
momentMn=314.73kgmRasio=0.43OK2Connection-Connection between rafter
with truss frame1Weld E-60xx)Fuw=413Mpa2Web heightd=75mm3Flens
widthbf=40mm4web thicknesstw=5mm5flens thicknesstf=7mm6Shear
forceVu=252.99kg7Nominal shear force rafterRn=3304.8kg8Weld shear
strength-Weld thick=4mm-Effective thick=2.83mm-Length of
weld=51-Weld strength designRnw=52.56kg/mm-Failure shear strength
plateMax Rnw=83.25kg/mm-Weld length requiredLw=62.88mm-Total weld
lengthLw total=95mm
BPURLIN1Check purlin-Choose purlin 1 (maximum load)-Use purlin
=UNP100w=9.36kg/m-Yield stressfy=240.00Mpa-Ultimit
stressFu=370.00Mpa-Section ModulusZx=37.80cm3-Purlin
lengthL=3.33m-Moment due to live load1M(+)
maximumML(+)=107.32kg.m2M(-) maximumML(-)=128.78kg.m-Moment due to
dead load1M(+) maximumMD(+)=44.36kg.m2M(-)
maximumMD(-)=53.23kg.m-Support reaction due to live
loadRL=64.43kg-Support reaction due to dead loadRD=26.63kg
NoCombinationMomentReactionkg.mkg.m1U = 1.4 DL37.0168.632U = 1.2
DL + 1.6 LL136.42252.99
Use combination :MomentMu=269.93kg.mSupport
reactionRu=135.05kgNominal
momentMn=588.94kg.mRasio=0.46OK2Connection-Connection between
rafter with truss frame1Weld E-60xx)Fuw=413.00Mpa2Web
heightd=100.00mm3Flens widthbf=50.00mm4web thicknesstw=5.00mm5flens
thicknesstf=7.50mm6Shear forceVu=135.05kg7Nominal shear force
rafterRn=4,860.00kg8Weld shear strength-Weld thick=4.00mm-Effective
thick=2.83mm-Length of weld=75.00-Weld strength
designRnw=52.56kg/mm-Failure shear strength plateMax
Rnw=83.25kg/mm-Weld length requiredLw=92.47mm-Total weld lengthLw
total=139.00mmCWORKING LOAD AT THE TRUSSaLive LoadPoint 7 (Reaction
purlin 1, member 1 and member 2)=821.95kgPoint 8 (reaction purlin
2, member 2, and member 3)=606.48kgPoint 9 (reaction purlin 3,
member 3 and member 4)=424.34kgPoint 10 (Reaction purlin 4, member
4 and member 5)=327.52kgPoint 11 (pada arah crown ring)=53.65kg
bDead loadPoint 7 (purlin 1, member 1 and member
2)=181.70kgPoint 8 ( purlin 2, member 2, and member
3)=321.07kgPoint 9 ( purlin 3, member 3 and member 4)=249.56kgPoint
10 (purlin 4, member 4 and member 5)=172.77kgPoint 11 (at the crown
ring)114.20kg17.21cWorking force maximum-aAxial force frame ID
15P15=16,193.27kgbConnection1Weld (E-60xx)fuw=413.00Mpa2Yield
strength at joint platefyplat=240.00Mpa3Ultimit Strength at the
joint plateFuplat=370.00Mpa4Joint plate thicknesstp=8.00mm5Height
of webd=150.00mm6Flens widthbf=75.00mm7Web thicknesstw=6.50mm8Flens
thicknesstf=10.00mm9Check joint plate thickness - Yield
conditionTn=25,920.00kg - Fracture conditionTn=33,300.00kg
10Check weld length - Weld thicknesstlas=5.00mm - Effektif
thickneste=3.54mm - Used weld lengthL=117.00mm - Weld strength
designRnw=65.70kg/mm - Strength failure shear plateMax
Rnw=133.20kg/mm - Weld length requiredLw=246.48mm - Total lengthLw
total=370.00mm
- Member Horison Bawah frame ID 2aAxial
forcePHorisonB=10,967.65kgbConnection1Weld
(E-60xx)fuw=413.00Mpa2Yield strength at joint
platefyplat=240.00Mpa3Ultimit Strength at the joint
plateFuplat=370.00Mpa4Joint plate thicknesstp=8.00mm5Height of
webd=100.00mm6Flens widthbf=50.00mm7Web thicknesstw=5.00mm8Flens
thicknesstf=7.50mm9Check joint plate thickness - Yield
conditionTn=17,280.00kg - Fracture conditionTn=22,200.00kg10Check
weld length - Weld thicknesstlas=5.00mm - Effektif
thickneste=3.54mm - Used weld lengthL=75.00mm - Weld strength
designRnw=65.70kg/mm - Strength failure shear plateMax
Rnw=133.20kg/mm - Weld length requiredLw=166.94mm - Total lengthLw
total=251.00mm
- Member Vertikal frame ID 6aAxial
forcePvertikal=3,231.18kgbConnection1Weld
(E-60xx)fuw=413.00Mpa2Yield strength at joint
platefyplat=240.00Mpa3Ultimit Strength at the joint
plateFuplat=370.00Mpa4Joint plate thicknesstp=8.00mm5Height of
webd=75.00mm6Flens widthbf=40.00mm7Web thicknesstw=5.00mm8Flens
thicknesstf=7.00mm9Check joint plate thickness - Yield
conditionTn=12,960.00kg - Fracture conditionTn=16,650.00kg10Check
weld length - Weld thicknesstlas=5.00mm - Effektif
thickneste=3.54mm - Used weld lengthL=51.00mm - Weld strength
designRnw=65.70kg/mm - Strength failure shear plateMax
Rnw=133.20kg/mm - Weld length requiredLw=49.18mm - Total lengthLw
total=74.00mm
-Member Diagonal frame ID 5aAxial
forcePdiagonal=9,139.56kgbConnection1Weld
(E-60xx)fuw=413.00Mpa2Yield strength at joint
platefyplat=240.00Mpa3Ultimit Strength at the joint
plateFuplat=370.00Mpa4Joint plate thicknesstp=8.00mm5Height of
webd=75.00mm6Flens widthbf=40.00mm7Web thicknesstw=5.00mm8Flens
thicknesstf=7.00mm9Check joint plate thickness - Yield
conditionTn=12,960.00kg - Fracture conditionTn=16,650.00kg10Check
weld length - Weld thicknesstlas=5.00mm - Effektif
thickneste=3.54mm - Used weld lengthL=51.00mm - Weld strength
designRnw=65.70kg/mm - Strength failure shear plateMax
Rnw=133.20kg/mm - Weld length requiredLw=139.11mm - Total lengthLw
total=209.00mm
=
Wind5.0WIND LOAD CALCULATION (OVERTURNING STABILITY)5.1WIND
DESIGN CALCULATION-Tank diameter=21.019m-Tank height=21.600m-Wind
velocityWv=90km/hrWv=3.60Wind pressure minimumP=40kg/m2V =
(16.P)0.5V=25m/dtk-Roof slope=8o-Roof heightHr=1.48m-Height from
tank bottom to shell courseXs=21.60m-Height from tank bottom to
roof centerXr=22.09m-Weight of roof plateWroof=13,759kg-Weight of
annular plateWannular=5,047kg-Weight of bottom
plateWbottom=14,536kg-Weight of contentWcontent=7,110,891kg-Weight
of shell plateWshell=121,345kg-Weight of tankWtank=7,265,578kg
5.2WIND FORCE CALCULATION-Wind pressure on conical surfacesWcon
=(Wv/3.6)2/16=39.06kg/m2-Wind pressure on cylindrical surfacesWcyl
=1,6.Wcon=62.50kg/m2-Projected area of roofAr=15.55m2-Projected
area of shellAs=454.01m2-Total wind loaa exerted on roof
Tpr=607.58kg-Total wind load exerted on shellTps=28,376kg-Total
wind moment on tankMw=626,335kg.m5.3OVERTURNING STABILITY AGAINST
WIND LOADING-Weight liquid to be storedwa=626,335kg/m-Moment about
the shell-to-bottom joint fr. int. pressureMpi=0kgm-Moment about
the shell-to-bottom joint fr. weight of theshell and the roof
supported by the shellMdl = 0,5.D.WDL=1,275,275kgmWhere :D=tank
diameter=21.019mWDL=Weight of shell=121,345kg
-Moment about the shell-to-bottom joint fr. liquid
weightDMf=(wa..D).=5,520,728kgm2Where :wa=Weight of
liquid=59.tb.Fby.H=7,955kg/mH=Design liquid
height=21.600mtb=Thickness of bottom plate under the
shell=18mmFby=Minimum specified yield stress of the bottom
plate=250Mpa
For Criteria 10.6Mw + Mpi < MDL /1.50.6Mw + Mpi
=375,801kgmMDL /1.5=850,184kgm
For Criteria 2Mw + 0.4Mpi < (MDL + Mf)/2Mw + 0.4Mpi
=626,335kgm(MDL + Mf)/2=3,398,002kgm
Since,0.6Mw + Mpi
