contentCONTENTPAGE1DESIGN DATA13WALL DESIGN24STIFFENER
PROPERTIES205NOZZLES & OPENING217WEIGHT SUMMARY388WIND
LOADING399TRANSPORTATION LOAD4010LOAD AT BASE4111LEG DESIGN4212LEG
BASEPLATE DESIGN4313LIFTING LUG DESIGN CALCULATION44APPENDIXROARK'S
FORMULA47PRESSURE VESSEL HANDBOOK48SHACKLE49( Cd' x qz x Az ) x
103
ddtaDESIGN DATADESCRIPTION:TAG NO.:T-6500MANUFAC'S. SERIAL
NO:PV-725DIMENSION ( mm ):2520 mm (W) x 2520 mm (L) x 2020 mm
(H)DESIGN CODE:ASME SECT. VIII. DIV. I, (2004 EDITION) + ROARK'S
FORMULACODE STAMPED:NOTHIRD
PARTY:NOPROPERTIESUNITDATACAPACITYmm31.25 x 1010CONTENT-SEAWATER /
OILFLUID SPECIFIC GRAVITY-1.00DESIGN PRESSUREbar gFULL WATER + 0.05
/ - 0.02 BARGDESIGN TEMPERATURE,oC60.0HYDROSTATIC TEST PRESSUREbar
gFULL OF WATER + 300mm STAND PIPEIMPACT
TEST-NORADIOGRAPHY-10%CORROSION ALLOWANCEmmin3.00.12
sdwlAROARK'S FORMULASIDE WALL DESIGNITEM NAME
:T-1060,T-1070,T-1080,T-1090 RECT. TANKSTank Height,
H=39.37in1000mmTank Width, W=39.37in1000mmTank Length,
L=59.06in1500mmyield stress SA516 70 = 38000 psiDesign
Pressure=FULL WATER +0.0075bar gE = 2.9 E +07 psiDesign Temp.=65o
CMaterial=SA 516M GR 485yield stress SA36 = 36000 psiAs per Table
26 Case No.1a Chapter 10 of Roark'sE = 2.7 E +07 psiRectangular
plate, all edges simply supported, with uniform loads over entire
plate.For Section ,A (Worst Case)g =9.81m/s2water =1000kg/m3a
=19.69in500.0mmb =19.69in500.0mma/b =1.0000b =0.2994Loading q=water
gH+water ghPaa =0.0462=9810+750N/m2g =0.4320=1.4225+0.1088psiE
=2.84E+07psi=1.5312psit =0.1969in5.0mmc.a =0.1181in3mmt (corr)
=0.3150in8.0mmAt Center,Maximum
Deflection,=-(aqb4)/Et3=-1.25=1.25mm< t/2 then O.KMaximum
Bending stress, s =(bqb2)/ t2=4584psi(I/y)requiredthen
O.KTherefore,s=1584psi(I/y)requiredthen
O.KTherefore,s=196psi(I/y)requiredthen
O.KTherefore,s=504psi(I/y)requiredthen
O.KTherefore,s=66psi34865NOPERATING ..Wo=16255kg
->159460NFLOODED .Wf=16255kg ->159460NVERTICALAtV=13.73m/s(
1.4 x g )LONGITUDINALAtH=4.91m/s( 0.5 x g )TRANSVERSEAtT=4.91m/s(
0.5 x g )TRANSPORTATION FORCESVERTICALFtV=48811.4N( We x AtV
)HORIZONTALFtH=17432.6N( We x AtH )TRANSVERSEFtT=17432.6N( We x AtT
)
Loads At BaseLOADS AT BASEWEIGHTSErectedWe=3554kg
------>34865NOperatingWo=16255kg
------>159460NFloodedWf=16255kg ------>159460NEXTERNAL
LOADSWind ForceFw=1533NEarthquake ForceFeq=0NBlasting
ForceFb=0NClient Specified Dynamic ForceFD=51831N[( 0.5 x We )2 + (
1.4 x We )2 ]0.5( during tow-out and installation )Wind
MomentMw=766250NmmEarthquake MomentMeq=0NmmBlasting
MomentMb=0NmmClient Specified MomentMc=68676Nmm( FD x COGerected
)COGerected =1325mm( during tow-out and installation )(from
base)Maximun Shear ForceF=51831N >>>P = F/n
=12957.7NMaximun O/T MomentM=766250Nmmn =4where, n = no of leg.HOLD
DOWN BOLTSBolt Material...=SA 193M GR B7Bolt Yield
Stress.Sy=207MPaBolt UTS....Su=507MPaAllowable
Tensile......Ft=124.2MPaAllowable Shear...Fs=69MPaBolt
Size...=M20Bolt Number.....N=4Tensile Area....AT=245mm2Shear
Area..AS=225mm2Bolt PCD..PCD=2258mmAXIAL STRESS IN BOLTSHEAR STRESS
IN BOLTLoad / Bolt, P =4Mw-WeShear / Bolt, S =FPCD.NNN x AsLoad /
Bolt=-8377Nfs =57.59MPaOK** Since the value is -ve, therefore no
axial stressFs =69MPasince fs < Fs the shear stress isOK
LEG DSGLEG DESIGNLEG DATALOOK UP TABLE (ANGLE
TABLE)Material.....=SA 36MYield Stress,
Sy...=248.2N/mm2cm2mm2Allowable Axial Stress, fall....=148.9N/mm2 (
0.6 x Sy )SECTIONAL AREA13.91390Allowable Bending Stress,
fball.......=165.5N/mm2 ( 2/3 x Sy )cm4mm4LEG GEOMETRY :-ANGLE 90 x
90 x 8tMOMENT OF INERTIA1041040000A =1390mm2Ixx =1040000mm4cmmmd
=50mmCOG2.525e =25mmL =450mmmmr =11mmCORNER RADIUS11AXIAL
STRESSAxial Stress, fa =F / A =28.68N/mm2BENDING STRESSBending
Stress, fb =P x L x e =16.58N/mm2IxxCOMBINED STRESSCombined Stress,
f = (fa/fall + fb/fball) =0.29Since Combined Stress is< 1.00 The
Leg Design is OK!
edXX
BaseplateLEG BASEPLATE DESIGNRefer Dennis R Moss Procedure
3-10tb =3 x Q x F4 x A x FbQ = Maximum Load / Support=16255NF =
Baseplate Width=150mmA = Baseplate Length=150mmFb = Allowable
Bending Stress=163.68MPa( 0.66 Fy )tb=8.6mmUse Tb=16mmOKBASE PLATE
WELD CHECKINGMaximum stress due to Q & F = max(Q,
F)/Aw=10.80N/mm2
