SC312101-10 Rev0 (EN14015) - Brummenruimtelijkeplannen.brummen.nl/ro/ro/NL.IMRO.0213.OMGBPBG700020-/… · NEN EN-14015 Specification for the design and manufacturing of site built,

DOC. No.:PROJECT: GPI b.v.REVISION: 1 Handelsweg 12Sheet 1 van 6 3411 NZ LopikOperator: JR Tel. : +31(0)348 - 55 98 00

Tank ID : ABSR tank Fax : +31(0)348 - 55 98 01

Dimensions

Outside diameter Tank D 3,000 m

Cylindrical Height H1 16,000 m

Filling height H2 16,000 m

Design Pressure (pos.) p 60,000 mbar

Test Pressure pt p x 1,1 66,000 mbar

Design Pressure (neg.) pv ATTENTION!! If Pv > 5 mbar, Calculate shell & stiffening with EN13445 5,000 mbar

Design Temperature Td 55 °C

Contents

Density of containt liguid (Design) W 1,060 kg/I

Density of test medium (Test) Wt 1,000 kg/I

Corrosion allowance c 0,000 mm

Material 1.4301

Yield strength. 500,625 N/mm2

Proof strength. St 1,0% proof strength for the above specified @ Ele. temp (> 50ºC) 229,813 N/mm2

Allowable stress design S 2/3 x St ATTENTION!! Max 260N/mm² 153,208 N/mm2

Allowable stress test St 0,75 x St ATTENTION!! Max 260N/mm² 172,359 N/mm2

Density plate material Gs 7,850 kg/I

Basic wind speed (EN-1991-1-4) Vb,0 Gebied I, III Bebouwd 29,5 m/s

Thickness top tr 4,000 mm

Minimum required thickness bottom eb Acc. to table 13, Butt welded bottoms 3,000 mm

Minimum required thickness shell e Table 16 Minimum specified nominal shell thickness 3,000 mm

Modulus of elasticity E 195625 N/mm2

Density insulation material Gi 0,360 kg/l

Roof joint efficiency J 1 -

Min specified yield strength Reb 30 N/mm2

Max. density. (under storage con.) Ws (Gelijk aan Wt) 1,060 kg/I

Thickness bottom tba (Up-lift of the bottom is ad max 5mbar) 6,000 mm

Insulation thickness ti 100 mm

Storage capacity 113 M3

Lateral force Coefficient G1 (Seismic forces) 0,000 m/s2

A 10 -

Abolt M30 561,00 mm2

Type chem anchorage + concrete Ft 36,6 kN

Min. liquid level pressent in tank LLDr 0,000 m

SC312101-10Paques

Zie blz 39 EN-13445 berekenig

Number of anchors

Dimensions anchorage

NEN EN-14015

Specification for the design and manufacturing of site built, vertical, cylindrical, flat-bottomed, above ground, welded steel tanks for the storage of liquids at ambient temperature and above

mstuiver

Getypte tekst

Gemeente Brummen ingekomen 27 dec 2012 Zaaknr.: O-000990 Doc.nr.: 12.009928

DOC. No.:PROJECT: GPI b.v.REVISION: 0 Handelsweg 12Sheet 2 van 6 3411 NZ Lopik

Tel. : +31(0)348 - 55 98 00Tank ID : ABSR tank Fax : +31(0)348 - 55 98 01

Wall thickness shell ( EN14015 §9,2)

Required wall thickness = ec = D.(98.W.(Hc-0,3)+p)/(20.S) + c

= et = D.(98.W t.(Hc-0,3)+pt)/(20.St)

Ring no Ring Wall Tolerance Actual wall Bottom Hc RequiredRequired Minimum Contents

Height thickness wall thickness Ring thicknessthickness ThicknessHr es thickness excl, corr. Elev. ec et Table 16

[m] [mm] [m] [mm] [mm] [mm] [mm] [m3]1 1,5 4,0 0,3 3,70 1,50 16,000 1,66 1,40 2,0 acc 10,603 7

2 1,5 3,0 0,3 2,70 3,00 14,500 1,50 1,27 2,0 acc 10,6033 1,5 3,0 0,3 2,70 4,50 13,000 1,35 1,14 2,0 acc 10,6034 1,5 3,0 0,3 2,70 6,00 11,500 1,20 1,01 2,0 acc 10,6035 1,5 3,0 0,3 2,70 7,50 10,000 1,05 0,88 2,0 acc 10,6036 1,5 3,0 0,3 2,70 9,00 8,500 0,89 0,76 2,0 acc 10,6037 1,5 3,0 0,3 2,70 10,50 7,000 0,74 0,63 2,0 acc 10,6038 1,5 3,0 0,3 2,70 12,00 5,500 0,59 0,50 2,0 acc 10,6039 1,5 3,0 0,3 2,70 13,50 4,000 0,44 0,37 2,0 acc 10,60310 1,5 3,0 0,3 2,70 15,00 2,500 0,28 0,25 2,0 acc 10,60311 1,0 3,0 0,3 2,70 16,00 1,000 0,13 0,12 2,0 acc 7,06912 0,0 3,0 0,3 2,70 16,00 0,000 0,03 0,03 2,0 acc 0,00013 0,0 3,0 0,3 2,70 16,00 0,000 0,03 0,03 2,0 acc 0,000

14 0,0 3,0 0,3 2,70 16,00 0,000 0,03 0,03 2,0 acc 0,00015 0,0 3,0 0,3 2,70 16,00 0,000 0,03 0,03 2,0 acc 0,000

16,0 3,0 0,300 Total 113,0974,0

Secondarv stiffening rings ( EN14015 §9,3,3)

Ring no Ring Wall StableHeight thickness heighth e He He =

[m] [mm] [m]15 0,0 3,0 0,00014 0,0 3,0 0,00013 0,0 3,0 0,00012 0,0 3,0 0,00011 1,0 3,0 1,00010 1,5 3,0 1,5009 1,5 3,0 1,5008 1,5 3,0 1,5007 1,5 3,0 1,5006 1,5 3,0 1,5005 1,5 3,0 1,5004 1,5 3,0 1,5003 1,5 3,0 1,5002 1,5 3,0 1,500

1 (Bottom) 1,5 4,0 0,731 K = = 15,831 -HE = ΣHe 16,000 15,231 Hp = = 47,494 m

HE = 15,231 m

Hp = 47,494 m

Location Secondary stiffening ring (wind girder)

Hp = max. distance between sec. stiff. Rings.

0 * Hp < HE < 1 * Hp

HE = N.A. m Position first ring, if N.A. no stiffening ring needed

HE = N.A. m 2

HE = N.A. m 3

HE = N.A. m 4

Min. distance Secondarv stiffening rings to CW ( EN14015 §9.3.3.3)

Weld no. #N/B #N/B m ###### m ######Weld no. #N/B #N/B m #N/B m #N/B




SC312101-10Paques

Different material for Corse No.

95000 / (3.563 * Vw² + 580 * pv)

K * V(tmin5/D3)

h * (emin / e)5/2



Buckling of the shell acc to D.Moss 3rd.ed. P.88 ( EN14015 §9,3,3,9 )

C = 1 [-] End connection coefficient (1 or 2 for cantilevered)

Lc = 1,1 * Do * √ Do / t 104,355 m Lc = 1,1 * Do * √ Do / t 104,355 m

L < Lc ACC L > Lc NACC

L/Ro < 1,72 * √ t / Ro 1,72 * √ t / Ro < L/Ro < 2,38 * √ Ro / t L/Ro > 2,38 * √ Ro / t

10,667 < 0,077 NACC 2,432 < 10,667 < 53,218 ACC 10,667 > 53,218 NACC

Pc = Fy / 2 (Do / t) Pc = 2,6 * E * (t / Do)2.5 / (L / Do) Pc = 2,2 * E * (t / Do)

3

Pc = - mbar Pc = mbar Pc = mbar

σcr = Fy σcr = 0,6 *E * (t / Ro) < Fy σcr = 0,5 * C * π2 * E* (Ro / L)2

σcr = - N/mm2 σcr = N/mm2 σcr = N/mm2

Pcr = σcr * A Pcr = σcr * A Pcr = σcr * APcr = kN Pcr = kN Pcr = kN

and will be check according the critical load described above.

Maximum logitudinal compressive stress σb

With external pressure:

σb = (W tot / π * Do * t) + (4 * M / π * Do2 * t) + (Px * Do / 4 * t)

σb = 77,9987 N/mm2

With internal pressure:

σb = (W tot / π * Do * t) + (4 * M / π * Do2 * t) - (Pi * Do / 4 * t)

σb = 76,6059 N/mm2

The upper limit of the elastic buckling is defined as ½ the yield strength.(0,2%)

σb,max = 190 N/mm2

Acc Utill = 41,1 %

SC312101-10Paques

σb < σb,max

-

Critical External pressureCritical External pressure

The shell of the vessel is a Intermediate Cylinder

Intermediate CylinderShort Cylinder

Critical Buckling load, Pcr

Critical Axial Stress, σcr

Long Cylinder

Critical External pressure

9023,70



273,88


-


-

-45,196



Roof ( EN14015 §10,4,2 )D = = 3,000 mR = D/2-tmin = 1,496 m

CONE =1; Spherical =2 1x = = 6,000tr = = 4,000 mm

tol = = 0,300 mmc = = 0,000 mmJ = Butt welded 1,000p = = 60,00 mbar

= 1,20 kN/m2

SL = = 0,70 kN/m2

LL = = 0,00 kN/m2

Td = = 55,0 °Cvac = = 0,500 kN/m2

ti = = 0,0 mm

Re(Td) = = 229,81 N/mm2

S = = 153,21 N/mm2

E = = 195625 N/mm2

Gr = = 7,850 kg/IR1 = R/( sin(o) ) = 9,100 m

υ = arctan(1/x) = 9,462 degreesNumber of trusses = = 0 -Trusses Connected or Not conn. β = Unconn = 1,0 & Conn = 0,83 = 1,000 -

η = E / Estaal = 0,932 -

TOP / Roof plating without supporting structure ( EN14015 §10,4,2 )

External Load = Pext 1 = vacuum + snow load + live load = 1,2000 kN/m2

Weight Insulation = Pext 2 = 10.ti.Gi/1 000 = 0,0000 kN/m2

Weight Roof Plates = Pext 3 = 10.Tr.Gr/1000 = 0,3140 kN/m2

Total external load = Pe = = 1,5140 kN/m2

Required roof thickness internal pressureTroof Spherical = ep = P.R1/(20.S.J) = 0,356 mm

Cone P.R1/(10.S.J) = 0,356 mm

Acc Utill = 9,6 %

Required roof thickness bucklingTroof = ep = 40.R1.V (10.Pe/E) = 3,202 mm

Acc Utill = 86,5 %

Roof with Ribbed trusses ( EN14015 §10,3,7 and DIN 4119-2 §9.2.1)Total load on roof N = 10,43098 kN Center Hole Roof = 50 mmRib load Nrib = #DEEL/0! kN

Safety factor ν = 1,25 - Section NOT APPLICABLEMoment of inertia rib profile Jx = 200,00 cm4

Ix = β / η * ν * N / 20.7 * (r / 100)2 = ###### cm4

##### Utill = ###### %Ix ≤ Jx

Slope Roof ( 1 : x )

Design Pressure (pos.)

Modulus of elasticity

Pext = Vacuum + snow load + live load

Gravity roof plate materialRadius of curvature of roof

Design TemperatureLive Load

External loadSnow load

Corrosion allowance

SC312101-10Paques

ep ≤ tr

ep ≤ tr

Allowable stress

Roof angle

VacuumInsulation thickness

Wall thickness roof

Tolerance on wall thickness

Roof joint efficiency

Outside diameter Tank Radius of tankType of roof

Yield strength at design temp.



TOP corner ring / Compression area ( EN14015 §10,5 )

tr = Tr - tol - c = 3,700 mmt min = = 2,700 mmNone = =

= 0,000 kN/mPc = Pd-0,78.tr = 56,88 mbarSc = = 120 N/mm2

Compression area ( EN14015 §10,5,1 )A angle = = 0,00 mm2

A roof = tr*O,6*V (1000*R1*tr) + 16 x ep2 = 626,39 mm2

A shell = tmin*O,6*V (1000*R*tmin) = 102,96 mm2

Atot = A angle + A roof + A shell = 729,35 mm2

Compression area ( EN14015 §10,5,2 )Areq = 50.Pc.R²/( Sc.tan(υ) ) = 318,25 mm2

Acc Utill = 43,6 %

Thickness of the bottom ( EN14015 §8,2,3 )

Table 13 - minmum nominal bottom plate thicknessMaterial Lap welded Butt weldedStainless Steel[mm] 5

Qpress = Pv * 1/4 * p * Dinw2 3515,5 N

Qplate = 1/4 * p * Dinw2 * r * eb

-3248,7 N

QLLDr = 1/4 * p * Dinw2 * r * LLDr QLLDr = 0 N

266,8 N

Uplift of the bottom under vacuum conditions

fmax = IS CALCULATED WITH FEMAP (Non-linear) (If fmax is negative, no uplift) fmax = 2,30 mm

σb = 0,75 * pv * R2 / t2 σb = 1,8 N/mm2

Acc Utill = 1,2 %

Material of the bottom ( EN14015 §8,2,4 )

Bottom material same as first course of tank =

Design of the bottom ( EN14015 §8,3,1 )

Section is NOT Applicable, tank < 12.5m, no annular plates

Not less than ea = 3 + e1/3 or 6mm ea = - mm

Width of annular ring ( EN14015 §8,3,3 )

Not less than la > 240/SQR(H) * ea or 500mm la > - mm

Total Width of annular ring = lw + la + e1 + ld ltot = - mm

1.4301

σb ≤ S

Qpress =

Qplate =

Qtot =

Allowable compressive stress

Total available compr. Area

TopangleNetto wall thickness top ring

3

Available area topangle

Available area roof plates

Available area shell plates

Required compression area

Equivalent pressure

Areq ≤

Weight top angle

Netto roofplate thickness

SC312101-10Paques

DOC. No.: SC312101-10PROJECT: Paques GPI b.v.REVISION: 0 Handelsweg 12

Sheet 6 van 6 3411 NZ LopikTel. : +31(0)348 - 55 98 00

Tank ID : ABSR tank Fax : +31(0)348 - 55 98 01

Gewicht tank

SG RVS 7850,00 Kg/m3Insulation 100 mmBaseplate thickness 3 mmSG Isolatie 40 Kg/m3SG Concrete 800 Kg/m3

Shell [Kg]1 443,31516592 332,59735123 332,59735124 332,59735125 332,59735126 332,59735127 332,59735128 332,59735129 332,5973512

10 332,597351211 221,731567512 013 014 015 0

Shell totaal 3658,423Roofplate 255,1594Roof manhole 0Roof railing 150Shell manhole 100Anchor chairs 200Hoisting lugs 20Nozzle's 560Coil 0,0Baseplate 166,4651

Mtank 5110,047 KgM3

Insulation (Shell) 2,92168 116,8672 KgConcrete 0 Kg 0 0Tanktot. 5226,9 KgTanktot. (met beton) 5226,9 Kg

Table of Contents

Section Page1 Drawing .................................................... 22 Design Data & Process Information .......................... 23 S1.1 Cylindrical Shell Main Shell .................... 34 S1.2 Cylindrical Shell Main Shell 2 .................. 65 E6.1 Bolted Domed End Top ........................... 96 F.1 SO - Flange Top Flange .................... 147 SS.1 Saddle/Ring Support TransportZadel ................ 188 SK.1 Skirt Support Skirt ......................... 289 LA.1 Attachment Lug T17 ........................... 4910 LA.2 Attachment Lug T8 ............................ 5611 LA.3 Attachment Lug T5 ............................ 6312 LA.4 Attachment Lug T2 ............................ 7013 LA.6 Attachment Lug T7 ............................ 73

Software by OhmTech AS

Phone : +47-51530103 Fax. No.: +47-51531577E-mail: [email protected] web site: www.ohmtech.no

Page: 1

GPI-bv -Paques Vessel Tag No.: ABSR Tank SC312101-10 Visual Vessel Design by OhmTech Ver:12.0-01 Operator :JR Rev.:0

riepe

Sub Calc by EN13445 - Unfired pressure vessels

1 Drawing

Drawing3D View of Vessel (alter by using the Save User Specified View command)

2 Design Data & Process Information

Design Data & Process Information

Description Units Design Data

Process Card General Design Data

Design Code & Specifications EN13445 TG = 3bInternal Design Pressure (MPa) MPa 0.006External Design Pressure (MPa) MPa .0005Hydrotest Pressure (MPa) MPa Maximum Design Temperature ('C) 'C 55Minimum Design Temperature ('C) 'C -20Operating Temperature ('C) 'C Corrosion Allowance (mm) mm 0Content of Vessel Specific Density of Oper.Liq 1.06Normal Liquid Level NLL (mm) mm 16000

Page: 2

GPI-bv -Paques Vessel Tag No.: ABSR Tank SC312101-10 Visual Vessel Design by OhmTech Ver:12.0 Operator :JR Rev.:0

3 S1.1 Cylindrical Shell Main Shell

INPUT DATA

COMPONENT ATTACHMENT/LOCATION

GENERAL DESIGN DATAPRESSURE LOADING: Design Component for Internal and External PressurePROCESS CARD:General Design Data : Temp= 55°C, P=0.0060 MPa, c= 0 mm, Pext=0.0005 MPaSPECIFIC DENSITY OF OPERATING LIQUID................:SG 1.0600LIQUID HEAD.........................................:LH 16000.00 mm

SHELL DATACYLINDER FABRICATION: Plate MaterialWELD JOINT COEFFICIENT: Testing Group 3 (z=0.85)DIAMETER INPUT: Base Design on Shell Outside DiameterEN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<=8mm 55'CRm=540 Rp=260 Rpt=229.81 f=166.88 f20=180 ftest=270 E=196996(N/mm2) ro=7.93OUTSIDE DIAMETER OF SHELL...........................:De 3000.00 mmLENGTH OF CYLINDRICAL PART OF SHELL.................:Lcyl 1500.00 mmSAFETY FACTOR (1.0 carbon and 1.25 austenitic steels):s 1.2500NOMINAL WALL THICKNESS (uncorroded).................:en 4.0000 mmNEGATIVE TOLERANCE/THINNING ALLOWANCE...............:th 0.3000 mmCalculate minimum shell thickness due to internal pressure at different elevations with steps of 1000 mm.: NOSplit shell into several shell courses and include welding information: NO

DATA FOR STIFFENER RINGSSHELL STIFFENER RINGS: Shell without stiffening ringsUNSUPPORTED LENGTH OF SHELL (Fig. 8.5-2)............:L 16000.00 mm

CALCULATION DATA

7.4.2 - CYLINDRICAL SHELLS UNDER INTERNAL PRESSURERequired Minimum Shell Thickness Excl.Allow. emin :emin = De * P / (2 * f * z + P) (7.4-2)=3000*0.1725/(2*166.88*0.85+0.1725)= 1.8230 mm

Required Minimum Shell Thickness Incl.Allow. :emina = emin + c + th =1.82+0+0.3= 2.1230 mm

Analysis Thicknessea = en - c - th =4-0-0.3= 3.7000 mm

»7.4.1 Cond.of Applicabilty emin/De=6.0768E-04 <= 0.16« » OK«

Internal Pressure emina=2.12 <= en=4[mm] 53.0% OK

MAXIMUM ALLOWABLE WORKING PRESSURE MAWP :Inside Diameter of ShellDi = De - 2 * ea =3000-2*3.7= 2992.60 mmMean Diameter of ShellDm = (De + Di) / 2 =(3000+2992.6)/2= 2996.30 mmMAWP HOT & CORR. (Corroded condition at design temp.)MAWPHC = 2 * f * z * ea / Dm=2*166.88*0.85*3.7/2996.3= 0.3503 MPa

MAWP NEW & COLD (Uncorroded condition at ambient temp.)MAWPNC = 2 * f20 * z * (ea + c) / Dm=2*180*0.85*(3.7+0)/2996.3= 0.3779 MPa

3 S1.1 Cylindrical Shell Main Shell Umax= 53% Page: 3

GPI-bv -Paques Vessel Tag No.: ABSR Tank SC312101-10 Visual Vessel Design by OhmTech Ver:12.0-04 Operator :JR Rev.:0 EN13445:2009 Issue 3 - 7.4.2 CYLINDRICAL SHELLS1.1 Main Shell 09 May 2012 10:01

MAX TEST PRESSURE (Uncorroded cond.at ambient temp.)Ptmax = 2 * ftest * ztest * (ea + c) / Dm=2*270*1*(3.7+0)/2996.3= 0.6668 MPa

EN13445-5;10.2.3.3 REQUIRED MIN.HYDROSTATIC TEST PRESSURE:PtminNEW AT AMBIENT TEMP. FOR TEST GROUPS 1, 2 and 3Ptmin = 1.25 * Pd * f20 / f =1.25*0.006*180/166.88= 0.0081 MPa

Ptmin = 1.43 * Pd =1.43*0.006= 0.0086 MPa

Test Pressure Ptmin=0.0086 <= Ptmax=0.6668[MPa] 1.2% OK

MAXIMUM DIAMETER OF UNREINFORCED OPENING IN SHELLInside Radius of Shellris = Di / 2 (9.5-3) =2992.6/2= 1496.30 mmLength of Shell Contributing to ReinforcementIs = Sqr(( 2 * ris + ea) * ea) (9.5-2)=Sqr((2*1496.3+3.7)*3.7)= 105.29 mmMaximum Diameter of Unreinforced Opening in Shell Checked to Rules in Section 9dmax1 = MIN(0.5*Di,(ea*Is*(f-0.5*P)/P-ris*Is)/(0.5*ris+0.5*ea)) (9.5-7,22,23)=MIN(0.5*2992.6,(3.7*105.29*(166.88-0.5*0.1725)/0.1725-1496.3*105.29)/(0.5*1496.3+0.5*3.7))= = 292.19 mm

Maximum diameter of Opening Not Requiring Reinforcement Checkdmax2 = 0.15 * Sqr(( 2 * ris + ea) * ea) (9.5-18)=0.15*Sqr((2*1496.3+3.7)*3.7)= 15.79 mm

Maximum Diameter of Unreinforced Openingdmax = MAX( dmax1, dmax2) =MAX(292.19,15.79)= 292.19 mm

8.5 - CYLINDRICAL SHELL UNDER EXTERNAL PRESSURE

8.5.1.1 Circularity Limits»The requirements of 8.5.2 and 8.5.3 apply to cylinders that are circular to within 0.5% on radius (i.e. 0.005R) measured from the true centre. The tolerance shall appear on the vessel drawing.

8.4.3 Nominal Elastic Limit Sige:Sige = Rpt02 / s (8.4.3-1) =186.81/1.25= 149.45 N/mm2

Preliminary CalculationsR = Dm / 2 =2996.3/2= 1498.15 mmZ = PI * R / L (8.5.2-7) =3.14*1498.15/16000= 0.2942Delta = 1.28 / Sqr( R * ea) (8.5.3-20) =1.28/Sqr(1498.15*3.7)= 0.0172gamma = 0 for No Stiffeners

DETERMINATION OF eps FROM FIGURE 8.5-3 :eps is a minimum when n= 4eps (from fig. 8.5-3) = 0.00001

MEMBRANE YIELD pypy = Sige * ea / (R * (1 - gamma * G )) (8.5.3-15)=149.45*3.7/(1498.15*(1-0*0))= 0.3691 MPa



ELASTIC INSTABILITY pepm = E * ea * eps / R (8.5.2-5) =196996*3.7*1.0374E-05/1498.15= 0.0050 MPa

MAX. ALLOWABLE EXTERNAL PRESSURE PmaxValue pr/py From Figure 8.5-5 Curve 1Value1 = == 0.0068pr = Value1 * py =0.0068*0.3691= 0.0025 MPaMax. Allowable External PressurePmax = pr / S (8.5.2-8) =0.0025/1.5= 0.0017 MPa

External Pressure Pmax=0.0017 >= Pext=.0005[MPa] 29.8% OKMaximum unsupported length for given shell thickness Lmax = 39000mm

CALCULATION SUMMARY






Ptmin = 1.43 * Pd =1.43*0.006= 0.0086 MPa


MAXIMUM DIAMETER OF UNREINFORCED OPENING IN SHELLMaximum Diameter of Unreinforced Openingdmax = MAX( dmax1, dmax2) =MAX(292.19,15.79)= 292.19 mm

8.5 - CYLINDRICAL SHELL UNDER EXTERNAL PRESSUREMax. Allowable External PressurePmax = pr / S (8.5.2-8) =0.0025/1.5= 0.0017 MPa

External Pressure Pmax=0.0017 >= Pext=.0005[MPa] 29.8% OKMaximum unsupported length for given shell thickness Lmax = 39000mm

Volume:10.55 m3 Weight:447.8 kg (SG= 7.93 )



4 S1.2 Cylindrical Shell Main Shell 2

INPUT DATA

COMPONENT ATTACHMENT/LOCATIONAttachment: S1.1 Cylindrical Shell Main ShellLocation: Along z-axis z1= 1500

GENERAL DESIGN DATAPRESSURE LOADING: Design Component for Internal and External PressurePROCESS CARD:General Design Data : Temp= 55°C, P=0.0060 MPa, c= 0 mm, Pext=0.0005 MPaSPECIFIC DENSITY OF OPERATING LIQUID................:SG 1.0600LIQUID HEAD.........................................:LH 14500.00 mm

SHELL DATACYLINDER FABRICATION: Plate MaterialWELD JOINT COEFFICIENT: Testing Group 3 (z=0.85)DIAMETER INPUT: Base Design on Shell Outside DiameterEN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<=8mm 55'CRm=540 Rp=260 Rpt=229.81 f=166.88 f20=180 ftest=270 E=196996(N/mm2) ro=7.93OUTSIDE DIAMETER OF SHELL...........................:De 3000.00 mmLENGTH OF CYLINDRICAL PART OF SHELL.................:Lcyl 14500.00 mmSAFETY FACTOR (1.0 carbon and 1.25 austenitic steels):s 1.2500NOMINAL WALL THICKNESS (uncorroded).................:en 3.0000 mmNEGATIVE TOLERANCE/THINNING ALLOWANCE...............:th 0.3000 mmCalculate minimum shell thickness due to internal pressure at different elevations with steps of 1000 mm.: NOSplit shell into several shell courses and include welding information: NO

DATA FOR STIFFENER RINGSSHELL STIFFENER RINGS: Shell without stiffening ringsUNSUPPORTED LENGTH OF SHELL (Fig. 8.5-2)............:L 16000.00 mm

CALCULATION DATA



Analysis Thicknessea = en - c - th =3-0-0.3= 2.7000 mm

»7.4.1 Cond.of Applicabilty emin/De=5.5275E-04 <= 0.16« » OK«


MAXIMUM ALLOWABLE WORKING PRESSURE MAWP :Inside Diameter of ShellDi = De - 2 * ea =3000-2*2.7= 2994.60 mmMean Diameter of ShellDm = (De + Di) / 2 =(3000+2994.6)/2= 2997.30 mmMAWP HOT & CORR. (Corroded condition at design temp.)MAWPHC = 2 * f * z * ea / Dm=2*166.88*0.85*2.7/2997.3= 0.2556 MPa

MAWP NEW & COLD (Uncorroded condition at ambient temp.)MAWPNC = 2 * f20 * z * (ea + c) / Dm=2*180*0.85*(2.7+0)/2997.3= 0.2756 MPa

4 S1.2 Cylindrical Shell Main Shell 2 Umax= 66.1% Page: 6

GPI-bv -Paques Vessel Tag No.: ABSR Tank SC312101-10 Visual Vessel Design by OhmTech Ver:12.0-04 Operator :JR Rev.:0 EN13445:2009 Issue 3 - 7.4.2 CYLINDRICAL SHELLS1.2 Main Shell 2 09 May 2012 10:01 ConnID:S1.1



Ptmin = 1.43 * Pd =1.43*0.006= 0.0086 MPa


MAXIMUM DIAMETER OF UNREINFORCED OPENING IN SHELLInside Radius of Shellris = Di / 2 (9.5-3) =2994.6/2= 1497.30 mmLength of Shell Contributing to ReinforcementIs = Sqr(( 2 * ris + ea) * ea) (9.5-2)=Sqr((2*1497.3+2.7)*2.7)= 89.96 mmMaximum Diameter of Unreinforced Opening in Shell Checked to Rules in Section 9dmax1 = MIN(0.5*Di,(ea*Is*(f-0.5*P)/P-ris*Is)/(0.5*ris+0.5*ea)) (9.5-7,22,23)=MIN(0.5*2994.6,(2.7*89.96*(166.88-0.5*0.1569)/0.1569-1497.3*89.96)/(0.5*1497.3+0.5*2.7))= = 164.70 mm

Maximum diameter of Opening Not Requiring Reinforcement Checkdmax2 = 0.15 * Sqr(( 2 * ris + ea) * ea) (9.5-18)=0.15*Sqr((2*1497.3+2.7)*2.7)= 13.49 mm

Maximum Diameter of Unreinforced Openingdmax = MAX( dmax1, dmax2) =MAX(164.7,13.49)= 164.70 mm

8.5 - CYLINDRICAL SHELL UNDER EXTERNAL PRESSURE

8.5.1.1 Circularity Limits»The requirements of 8.5.2 and 8.5.3 apply to cylinders that are circular to within 0.5% on radius (i.e. 0.005R) measured from the true centre. The tolerance shall appear on the vessel drawing.


Preliminary CalculationsR = Dm / 2 =2997.3/2= 1498.65 mmZ = PI * R / L (8.5.2-7) =3.14*1498.65/16000= 0.2943Delta = 1.28 / Sqr( R * ea) (8.5.3-20) =1.28/Sqr(1498.65*2.7)= 0.0201gamma = 0 for No Stiffeners

DETERMINATION OF eps FROM FIGURE 8.5-3 :eps is a minimum when n= 4eps (from fig. 8.5-3) = 0.000006

MEMBRANE YIELD pypy = Sige * ea / (R * (1 - gamma * G )) (8.5.3-15)=149.45*2.7/(1498.65*(1-0*0))= 0.2693 MPa



ELASTIC INSTABILITY pepm = E * ea * eps / R (8.5.2-5) =196996*2.7*6.4232E-06/1498.65= 0.0023 MPa

MAX. ALLOWABLE EXTERNAL PRESSURE PmaxValue pr/py From Figure 8.5-5 Curve 1Value1 = == 0.0042pr = Value1 * py =0.0042*0.2693= 0.0011 MPaMax. Allowable External PressurePmax = pr / S (8.5.2-8) =0.0011/1.5= 7,5546E-04 MPa

External Pressure Pmax=7.5546E-04 >= Pext=.0005[MPa] 66.1% OKMaximum unsupported length for given shell thickness Lmax = 18000mm

CALCULATION SUMMARY






Ptmin = 1.43 * Pd =1.43*0.006= 0.0086 MPa


MAXIMUM DIAMETER OF UNREINFORCED OPENING IN SHELLMaximum Diameter of Unreinforced Openingdmax = MAX( dmax1, dmax2) =MAX(164.7,13.49)= 164.70 mm

8.5 - CYLINDRICAL SHELL UNDER EXTERNAL PRESSUREMax. Allowable External PressurePmax = pr / S (8.5.2-8) =0.0011/1.5= 7,5546E-04 MPa

External Pressure Pmax=7.5546E-04 >= Pext=.0005[MPa] 66.1% OKMaximum unsupported length for given shell thickness Lmax = 18000mm

Volume:102.13 m3 Weight:3247.9 kg (SG= 7.93 )



5 E6.1 Bolted Domed End Top

INPUT DATA

COMPONENT ATTACHMENT/LOCATIONAttachment: F.1 SO - Flange Top Flange S1.2Location: Along z-axis z1= 16012

GENERAL DESIGN DATAPROCESS CARD: Connected to Process CardSHELLSIDE DESIGN PRESSURE...........................:p1 0.0060 MPaTUBESIDE DESIGN PRESSURE............................:p2 0.00 MPaSHELLSIDE DESIGN TEMPERATURE........................:Tds 55.00 °CTUBESIDE DESIGN TEMPERATURE.........................:Tdt 0.00 °CSHELLSIDE CORROSION ALLOWANCE.......................:cs 0.00 mmTUBESIDE CORROSION ALLOWANCE........................:ct 0.00 mm

FLANGE DATA

Gasket Type: Flange with Full Faced GasketINSIDE DIAMETER OF FLANGE corroded..................:B 2994.00 mmOUTSIDE DIAMETER OF FLANGE..........................:A 3200.00 mmTHICKNESS OF FLANGE(uncorroded).....................:e 12.00 mmMODULUS OF ELASTICITY OF FLANGE MATERIAL............:E 1,9742E05 N/mm2EN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<=75mm 55'CRm=520 Rp=250 Rpt=224.19 SFO=163.13 SFA=173.33 ftest=260 E=196996(N/mm2) ro=7.93

DATA FOR CROWN SECTIONEN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<=8mm 55'CRm=540 Rp=260 Rpt=229.81 fd=166.88 f20=180 ftest=270 E=196996(N/mm2) ro=7.93NOMINAL THICKNESS OF SPH.CROWN SECTION(uncorroded)..:eD 5.0000 mmINSIDE RADIUS OF SPHERICAL CROWN SECTION (corroded).:R 9100.00 mmAXIAL DIST/MIDSURFCE OF CROWN SEC.TO FLANGE CENTROID:hr 7.5000 mmNEGATIVE TOLERANCE/THINNING ALLOWANCE...............:th 0.3000 mmSAFETY FACTOR (1.0 carbon and 1.25 austenitic steels):s 1.2500MODULUS OF ELASTICITY at design temp................:E 1,9742E05 N/mm2

GASKET DATAGasket Type: Flat rubber above 75 BS and IRH m=1.0 Y=1.4 2 1a,1b,1c,1d,4,5OUTSIDE DIAMETER OF GASKET/RAISED FACE..............:Go 3200.00 mmGREATER VALUE OF INSIDE DIAMETER OF GASKET/FLANGE FACE:A1 3000.00 mmTHICKNESS OF GASKET.................................:Tg 2.0000 mm

5 E6.1 Bolted Domed End Top Umax= 78.7% Page: 9

GPI-bv -Paques Vessel Tag No.: ABSR Tank SC312101-10 Visual Vessel Design by OhmTech Ver:12.0-02 Operator :JR Rev.:0 EN13445:2009 Issue 3 - 12.6 - BOLTED DOMED ENDS WITH FULL FACE GASKETE6.1 Top 09 May 2012 10:01 ConnID:F.1

BOLTING DATABOLTING SIZE & COMMENT: M16x2 ;BOLTING TORQUE CALCULATION: ExcludedBOLT-CIRCLE DIAMETER................................:C 3100.00 mmNUMBER OF BOLTS.....................................:n 100.00EFFECTIVE BOLT AREA per bolt........................:Ae 157.00 mm2DIAMETER OF BOLT HOLES IN FLANGE....................:d 20.00 mmEN 10269:1999/A1:06, 1.4301 X5CrNi18-10 bar, bolt, HT:AT THK<=160mm 55'CRm=500 Rp=190 Rpt=174.8 Sb=119.25 Sa=125 ftest=187.5 E=196996(N/mm2) ro=7.93

CALCULATION DATA

MINIMUM THICKNESS OF CROWN SECTION eDcRequired thickness due to internal pressureeD = 5 * p2 * R / (6 * fd) (12.5-1) =5*0*9100/(6*166.88)= 0.00 mm

Required thickness incl. corr.eDmin = eDc + cs + ct + th (12-1) =0+0+0+0.3= 0.3000 mm

Crown Thk.Check eDmin=0.3 <= eD=5[mm] 6.0% OK

CROWN SECTION - MAX.EXTERNAL PRESSURE PmaxAnalysis Thickness of Domed Endea = eD - cs - ct - th =5-0-0-0.3= 4.7000 mm


MEMBRANE YIELD pypy = 2 * Sige * ea / R (8.7.1-1) =2*149.45*4.7/9100= 0.1544 MPa

ELASTIC INSTABILITY pmpm = 1.21 * E * ea ^ 2 / R ^ 2 (8.7.1-2)=1.21*197420*4.7^2/9100^2= 0.0637 MPa

MAX. ALLOWABLE EXTERNAL PRESSURE PmaxValue pr/py From Figure 8.5-5 Curve 2Value1 = == 0.0740pr = Value1 * py =0.074*0.1544= 0.0114 MPaMax. Allowable External PressurePmax = pr / k =0.0114/1.5= 0.0076 MPa

Ext.Pressure Pmax=0.0076 >= p1=0.006[MPa] 78.7% OK

FLANGE RING - PRELIMINARY CALCULATIONSLarge Diameter Stress Correction Factor KK (D > 2000 mm) = 4 / 3 =4/3= 1.3333Bolt Outside Diameter dbdb = Sqr( 4 * Ae / PI) =Sqr(4*157/3.14)= 14.14 mmBolt SpacingBspc = C * PI / n =3100*3.14/100= 97.39 mm



GASKET DETAILSG = C - (d + 2 * bpp) =3100-(20+2*2.5)= 3075.00 mmbo lesser of (Go-C) and (C-A1) = bo =100= 100.00 mmbp = 4 * Sqr( bo) =4*Sqr(100)= 40.00 mm

MOMENT ARMShD = (C - B) / 2 =(3100-2994)/2= 53.00 mmhG = (d + 2 * bpp) / 2 =(20+2*2.5)/2= 12.50 mmhT = (C + d + 2 * bpp - B) / 4=(3100+20+2*2.5-2994)/4= 32.75 mmhR = (Go - (C + d)) / 4 + d / 2=(3200-(3100+20))/4+20/2= 30.00 mm

TUBESIDE - INTERNAL (CONCAVE) PRESSURE CASE P =0 MPa

FLANGE LOADSH = 0.785 * (C - d) ^ 2 * p =0.785*(3100-20)^2*0= 0.00 kNHG = 2 * PI * bpp * G * m * p =2*3.14*2.5*3075*1*0= 0.00 kNHD = 0.785 * B ^ 2 * p =0.785*2994^2*0= 0.00 kNHT = H - HD =0-0= 0.00 kNHr = HD * Sqr( 4 * R ^ 2 - B ^ 2) / B=0*Sqr(4*9100^2-2994^2)/2994= 0.00 kN

FLANGE MOMENTSMR = HD * hD + HT * hT + HG * hG - Hr * hr=0*53+0*32.75+0*12.5-0*7.5= 0.00 kNm

HR = MR / hR =0/30= 0.00 kN

BOLT LOADSOperating conditionWop = H + HG + HR =0+0+0= 0.00 kN

Bolting up conditionWamb = 4 * PI * C * y * Sqr( bp)=4*3.14*3100*1.4*Sqr(40)= 344.93 kN

BOLTING AREAAm1 = Wop / Sb =0/119.25= 0.00 mm2

Am2 = Wamb / Sa =3.4493E05/125= 2759.43 mm2

Required Bolting Area AmAm (Largest value of Am1 and Am2)= Am =2759.43= 2759.43 mm2

Available Bolting Area AbAb (num.bolts*root area) = n * Ae =100*157= 15700.00 mm2

Bolting Area Check Ab=15700 >= Am=2759.43[mm2] 17.5% OK

BOLT SPACINGMax. Allowable Bolt PitchBoltpmax = 2*db+(E/200000)^(0.25)*(6*t/(m+0.5))=2*14.14+(197420/200000)^(0.25)*(6*12/(1+0.5))= 76.12 mmActual Bolt PitchBoltp = 2 * (C / 2) * Sqr( 1 - (Cos( PI / n)) ^ 2)=2*(3100/2)*Sqr(1-(Cos(3.14/100))^2)= 97.37 mm



SHELLSIDE - EXTERNAL (CONVEX) PRESSURE CASE P =0.01 MPa

FLANGE LOADSH = 0.785 * (C - d) ^ 2 * p =0.785*(3100-20)^2*0.006= 44.68 kNHG = 2 * PI * bpp * G * m * p=2*3.14*2.5*3075*1*0.006= 0.2898 kNHD = 0.785 * B ^ 2 * p =0.785*2994^2*0.006= 42.22 kNHT = H - HD =44680.94-42220.61= 2.4603 kNHr = HD * Sqr( 4 * R ^ 2 - B ^ 2) / B=42220.61*Sqr(4*9100^2-2994^2)/2994= 253.16 kN

FLANGE MOMENTSMR = HD * (hD - hG) + HT * (hT - hG) - Hr * hr=42220.61*(53-12.5)+2460.33*(32.75-12.5)-2.5316E05*7.5= -0.1389 kNm

HR = MR / hR =-1.3891E05/30= 4.6302 kN

RADIAL COMPONENT OF MEMBRANE FORCEHrmax = PI * fd * e * (A - B - 2 * db) (12.6-2)=3.14*166.88*12*(3200-2994-2*14.14)= 1118.10 kN

Radial Membrane Force Hrmax=1118.1 >= Hr=4.63[kN] 0.4% OK

REQUIRED MINIMUM FLANGE THK.DUE TO FLANGE MOMENTSemin = Sqr( 6 * MR / (SFO / K * (PI * C - n * d)))=Sqr(6*1.3891E05/(163.13/1.33*(3.14*3100-100*20)))= 0.9400 mm

Required Flange Thk. e=12 >= emin + corr=0.94[mm] 7.8% OK

CALCULATION SUMMARY

MINIMUM THICKNESS OF CROWN SECTION eDc

Crown Thk.Check eDmin=0.3 <= eD=5[mm] 6.0% OK

CROWN SECTION - MAX.EXTERNAL PRESSURE PmaxMax. Allowable External PressurePmax = pr / k =0.0114/1.5= 0.0076 MPa

Ext.Pressure Pmax=0.0076 >= p1=0.006[MPa] 78.7% OK

TUBESIDE - INTERNAL (CONCAVE) PRESSURE CASE P =0 MPa

FLANGE MOMENTSMR = HD * hD + HT * hT + HG * hG - Hr * hr=0*53+0*32.75+0*12.5-0*7.5= 0.00 kNm

BOLTING AREA




SHELLSIDE - EXTERNAL (CONVEX) PRESSURE CASE P =0.01 MPa

FLANGE MOMENTSMR = HD * (hD - hG) + HT * (hT - hG) - Hr * hr=42220.61*(53-12.5)+2460.33*(32.75-12.5)-2.5316E05*7.5= -0.1389 kNm

RADIAL COMPONENT OF MEMBRANE FORCERadial Membrane Force Hrmax=1118.1 >= Hr=4.63[kN] 0.4% OK

REQUIRED MINIMUM FLANGE THK.DUE TO FLANGE MOMENTSemin = Sqr( 6 * MR / (SFO / K * (PI * C - n * d)))=Sqr(6*1.3891E05/(163.13/1.33*(3.14*3100-100*20)))= 0.9400 mm

Required Flange Thk. e=12 >= emin + corr=0.94[mm] 7.8% OK

Volume:-.22 m3 Weight:378 kg (SG= 7.93 )



6 F.1 SO - Flange Top Flange

INPUT DATA

COMPONENT ATTACHMENT/LOCATIONAttachment: S1.2 Cylindrical Shell Main Shell 2 S1.1Location: Along z-axis z1= 16000Flange Design Method: Section 11 - Taylor Forge

GENERAL DESIGN DATAPROCESS CARD: General Design Data : Temp= 55°C, P=0.0060 MPa, c= 0 mmSPECIFIC DENSITY OF OPERATING LIQUID................:SG 1.0600LIQUID HEAD.........................................:LH 0.00 mmB: Pressure loading: Flange under internal pressureEXTERNAL LOADS ON FLANGE (PD5500 ENQ 5500/123): NOSPECIFY BOLT LOADS FROM 2nd./MATING FLANGE: NO

TYPE OF FLANGE AND GASKET FACINGA: Flange Standard: User Specified Flanges

C: Flange Type: SO Slip-On(Loose Type,Stepped bore)

D: Flange Facing (Sketch/Description):1a Full faced flanges with soft ring type gaskets

SHELL/NOZZLE DATASHELL/NOZZLE SIZE & COMMENT: S1.2EN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<=8mm 55'CRm=540 Rp=260 Rpt=229.81 fs=166.88 fs20=180 ftest=270 E=196996(N/mm2) ro=7.93OUTSIDE DIAMETER OF SHELL/NOZZLE ...................:Do 3000.00 mmWALL THICKNESS OF NOZZLE/SHELL(uncorroded)..........:s1 3.0000 mm

FLANGE DATAFLANGE HUB: Flange Without HubREVERSE FLANGE: No (The bolts are located on the outside)INSIDE DIAMETER OF FLANGE corroded..................:B 2994.00 mmOUTSIDE DIAMETER OF FLANGE..........................:A 3200.00 mmTHICKNESS OF FLANGE(uncorroded).....................:e 12.00 mmTHICKNESS OF FLANGE AT REDUCED SECTION..............:er 12.00 mmCORROSION ALLOWANCE FOR FLANGE FACE.................:cf 0.00 mmEN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<=75mm 55'CRm=520 Rp=250 Rpt=224.19 SFO=163.13 SFA=173.33 ftest=260 E=196996(N/mm2) ro=7.93MODULUS OF ELASTICITY OF FLANGE MATERIAL............:E 1,9742E05 N/mm2

6 F.1 SO - Flange Top Flange Umax= 93.8% Page: 14

GPI-bv -Paques Vessel Tag No.: ABSR Tank SC312101-10 Visual Vessel Design by OhmTech Ver:12.0-02 Operator :JR Rev.:0 EN13445:2009 Issue 3 - 11.6 FULL FACE FLANGES WITH SOFT RING TYPE GASKETSF.1 Top Flange 09 May 2012 10:01 ConnID:S1.2

BOLTING DATABOLTING TORQUE CALCULATION: NONOMINAL BOLTING SIZE & COMMENT: M16x2 ;EFFECTIVE BOLT AREA per bolt........................:Ae 157.00 mm2RECOMMENDED MINIMUM BOLT CENTER TO EDGE CLEARANCE...:Bce 19.00 mmRECOMMENDED MINIMUM BOLT CENTER/RADIAL CLEARANCE....:Bcr 23.00 mmDIAMETER OF BOLT HOLES IN FLANGE....................:d 20.00 mmNUMBER OF BOLTS.....................................:n 100.00BOLT-CIRCLE DIAMETER................................:C 3100.00 mmEN 10269:1999/A1:06, 1.4301 X5CrNi18-10 bar, bolt, HT:AT THK<=160mm 55'CRm=500 Rp=190 Rpt=174.8 Sb=119.25 Sa=125 ftest=187.5 E=196996(N/mm2) ro=7.93

GASKET DATATable H-1 Gasket factors m & y Facing:Flat rubber below 75 BS and IRH m=0.5 Y=0.0 2 1a,1b,1c,1d,4,5OUTSIDE DIAMETER OF GASKET/RAISED FACE..............:Go 3200.00 mmGREATER VALUE OF INSIDE DIAMETER OF GASKET/FLANGE FACE:A1 3000.00 mmTHICKNESS OF GASKET.................................:Tg 2.0000 mm

CALCULATION DATA

GASKET DETAILSG = C - (d + 2 * bpp) (11.6-3) =3100-(20+2*2.5)= 3075.00 mmbo lesser of (Go-C) and (C-A1) = bo (11.6-1) =100= 100.00 mmbp = 4 * Sqr( bo) (11.6-2) =4*Sqr(100)= 40.00 mm

FLANGE LOADSHD = 0.785 * B ^ 2 * p =0.785*2994^2*0.006= 42.22 kNH = 0.785 * (C - d) ^ 2 * p (11.6-4) =0.785*(3100-20)^2*0.006= 44.68 kNHG = 2 * PI * bpp * G * m * p (11.6-7)=2*3.14*2.5*3075*0.5*0.006= 0.1449 kNHT = H - HD (11.6-6) =44680.94-42220.61= 2.4603 kN

MOMENT ARMShD = (C - B - g1) / 2 (11.6-7a) =(3100-2994-3)/2= 51.50 mmhG = (d + 2 * bpp) / 2 (11.6-9) =(20+2*2.5)/2= 12.50 mmhT = ((C + d + 2 * bpp) - B) / 4 (11.6-8)=((3100+20+2*2.5)-2994)/4= 32.75 mmhr = (Go - C + d) / 4 (11.6-10) =(3200-3100+20)/4= 30.00 mm

FLANGE MOMENTSMR = HD * hD + HT * hT + HG * hG (11.6-11)=42220.61*51.5+2460.33*32.75+144.91*12.5= 2256.75 Nm

HR = MR / hR (11.6-12) =2256.75/30= 75.22 kN

BOLT LOADSOperating conditionWop = H + HG + HR (11.6-14) =44680.94+144.91+75224.96= 120.05 kN

Bolting up conditionWamb = PI * C * y * bp (11.6-13) =3.14*3100*0*40= 0.00 kN



BOLTING AREAAm1 = Wop / Sb =1.2005E05/119.25= 1006.72 mm2

Am2 = Wamb / Sa =0/125= 0.00 mm2

Required Bolting Area AmAm = MAX( Am1 , Am2) =MAX(1006.72,0)= 1006.72 mm2

Available Bolting Area AbAb (num.bolts*root area) = n * Ae =100*157= 15700.00 mm2


BOLT SPACINGMax. Allowable Bolt PitchBoltpmax = 2*db+(E/200000)^(0.25)*(6*t/(m+0.5))=2*16+(197420/200000)^(0.25)*(6*12/(0.5+0.5))= 103.77 mmActual Bolt PitchBoltp = 2 * (C / 2) * Sqr( 1 - (Cos( PI / n)) ^ 2)=2*(3100/2)*Sqr(1-(Cos(3.14/100))^2)= 97.37 mm

Bolt Pitch Boltp=97.37 <= Boltpmax=103.77[mm] 93.8% OK

MINIMUM FLANGE THICKNESSemin1 = Sqr( 6 * MR / (f * (PI * C - n * d))) (11.6-15)=Sqr(6*2256.75/(149.46*(3.14*3100-100*20)))= 3.4200 mm

emin2 = (m+0.5)/((E/200000)^(0.25))*(Boltp-2*db)/6 (11.6-16)=(0.5+0.5)/((197420/200000)^(0.25))*(97.37-2*16)/6= 10.93 mm

emin3 = (A1 + 2 * g1) * p / (2 * f) (11.6-17)=(3000+2*3)*0.006/(2*149.46)= 0.0600 mm

Required Flange Thk.(largest value of emin1, 2 and 3) e=12 >= emin=10.93[mm]

91.0% OK

EN13445-5;10.2.3.3 REQUIRED MIN.HYDROSTATIC TEST PRESSURE:PtminNEW AT AMBIENT TEMP. FOR TEST GROUPS 1, 2 and 3Ptmin = 1.25 * Pd * f20 / f =1.25*0.006*166.67/149.46= 0.0084 MPa

Ptmin = 1.43 * Pd =1.43*0.006= 0.0086 MPa


PRESSURE AND TORQUE SUMMARYTable PRESSURE AND TORQUE SUMMARY FOR F.1 :

Description Temp(C) P(MPa) Limited By Min.Req.Total Bolt Force(kN)

Design Pressure(corroded) 55 0.01 Bolt Pitch 120.05

Max.Allow.Pressure(corroded) 55 0.07Required Flange Thk.(largest v

1488.63

Max.Allow.Pressure(corroded) Ambient 0.08Required Flange Thk.(largest v

1656.7

2569.09§Required Test Pressure#Ambient# 0.01#Required Flange Thk.(largest v# 168.07§The nominal Force and Torque values are based on the following bolting up method:



CALCULATION SUMMARY

BOLTING AREABolting Area Check Ab=15700 >= Am=1006.72[mm2] 6.4% OKBolt Pitch Boltp=97.37 <= Boltpmax=103.77[mm] 93.8% OK

MINIMUM FLANGE THICKNESSemin1 = Sqr( 6 * MR / (f * (PI * C - n * d))) (11.6-15)=Sqr(6*2256.75/(149.46*(3.14*3100-100*20)))= 3.4200 mm

emin2 = (m+0.5)/((E/200000)^(0.25))*(Boltp-2*db)/6 (11.6-16)=(0.5+0.5)/((197420/200000)^(0.25))*(97.37-2*16)/6= 10.93 mm

emin3 = (A1 + 2 * g1) * p / (2 * f) (11.6-17)=(3000+2*3)*0.006/(2*149.46)= 0.0600 mm

Required Flange Thk.(largest value of emin1, 2 and 3) e=12 >= emin=10.93[mm]

91.0% OK

EN13445-5;10.2.3.3 REQUIRED MIN.HYDROSTATIC TEST PRESSURE:PtminNEW AT AMBIENT TEMP. FOR TEST GROUPS 1, 2 and 3Ptmin = 1.25 * Pd * f20 / f =1.25*0.006*166.67/149.46= 0.0084 MPa

Ptmin = 1.43 * Pd =1.43*0.006= 0.0086 MPa


Volume:0.08 m3 Weight:92 kg (SG= 7.93 )



7 SS.1 Saddle/Ring Support TransportZadel

INPUT DATA

COMPONENT ATTACHMENT/LOCATIONAttachment: S1.2 Cylindrical Shell Main Shell 2 S1.1z-location of Centroid of Saddle/Ring Support.......:z 3090.00 mm

GENERAL DESIGN DATALoad Analysis: Loads Specified by UserType of Support: Saddle with Shell NOT Stiffened by RingsPROCESS CARD: Disconnected from Process CardCALCULATION TEMPERATURE.............................:Temp 55.00 °CDESIGN PRESSURE.....................................:P 0.1519 MPaINTERNAL CORROSION ALLOWANCE........................:c 0.00 mmType of Saddle Support: Type A - Vessel Symmetrically on Two Saddles

SHELL DATAEN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<=8mm 55'CRm=540 Rp=260 Rpt=229.81 fs=166.88 f20=180 ftest=270 E=196996(N/mm2) ro=7.93OUTSIDE DIAMETER OF SHELL...........................:De 3000.00 mmNOMINAL WALL THICKNESS (uncorroded).................:en 3.0000 mmNEGATIVE TOLERANCE/THINNING ALLOWANCE...............:th 0.3000 mmMAXIMUM ALLOWABLE EXTERNAL PRESSURE.................:Pmax 7,5546E-04 MPaWELD JOINT COEFFICIENT..............................:z 0.8500SAFETY FACTOR (1.0 carbon and 1.25 austenitic steels):s 1.2500

SADDLE LOCATION/END DATADIST.FROM SADDLE SUPPORT TO ADJACENT END OF CYL.PART:a1 3090.00 mmLENGTH OF CYLINDRICAL PART OF SHELL (TAN/TAN).......:L 16000.00 mmEnd ID:DEPTH OF VESSEL END.................................:Hi 90.00 mmZ-location for the 2nd. saddle......................:z2 13245.00 mmDesign This Saddle Type: For use at both z-locations

7 SS.1 Saddle/Ring Support TransportZadel Umax= 103.1% Page: 18

GPI-bv -Paques Vessel Tag No.: ABSR Tank SC312101-10 Visual Vessel Design by OhmTech Ver:12.0-04 Operator :JR Rev.:0 EN13445:2009 Issue 3 - 16.8 HORIZONTAL VESSELS ON SADDLE SUPPORTSSS.1 TransportZadel 09 May 2012 10:01 ConnID:S1.2

SADDLE GEOMETRYINCLUDED ANGLE OF SADDLE SUPPORT (degrees)..........:Delta 120.00 degr.AXIAL WIDTH OF SADDLE OF SADDLE SUPPORT.............:b1 300.00 mmHEIGHT FROM SHELL OD TO BOTTOM OF SADDLE BASE PLATE.:Hs 100.00 mmTHICKNESS OF SADDLE WEB/CENTER PLATE................:ew 8.0000 mmTHICKNESS OF BASE PLATE.............................:eb 20.00 mmTHICKNESS OF STIFFENER PLATES.......................:est 8.0000 mmNUMBER OF EQVISPACED STIFFENER PLATES...............:no 2.0000EN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<=8mm 55'CRm=540 Rp=260 Rpt=229.81 f=166.88 f20=180 ftest=270 E=196996(N/mm2) ro=7.93

DATA FOR REINFORCEMENT PLATE/WRAPPER PLATESaddle Reinforcement Wrapper Plate: Excluded

ANCHOR BOLT DATAThis Saddle: SlidingCOEFFICIENT OF FRICTION BETW.BASE PLATE AND FOUNDATION:my 0.1500Perform Calculation of Anchor Bolts: NOALLOWABLE FOUNDATION BEARING PRESSURE...............:Fba 5.9000 N/mm2

LOAD CASESTable SADDLE LOADS:

Description ID TransportLoad

Internal pressure(MPa) Pi 0External pressure(MPa) Pe 0Corrosion Allowance(mm) c 0Test Condition (Yes/No) Te NoTemperature D=Design/A=Ambient T AVertical Force on Saddle(kN) Fi 33.75Horizontal Force in Axial Direction(kN) Fha 0Horizontal Force in Transverse Direction(kN) Fht 0

CALCULATION DATA



16.8.3 CONDITIONS OF APPLICABILITY »a) en/Di=0.001 >= 0.001=.001« » OK« »a) en/Di=0.001 <= 0.05« » OK« »a) Delta=120 >= 60[Degr] « » OK« »a) Delta=120 <= 180[Degr] « » OK«»c) The saddles are loaded vertically downwards»d) If welding is not possible, care should be taken to ensure that the vessel is uniformly supported.»e) If axial displacements are to be expected, one saddle shall be fixed to thefoundation while the other saddle shall be free to move in the axial direction.»f) Required minimum distance from saddle to any other local load Lmin 94.8 mm

Saddle Width based on Included Angle of SupportLsw = De * Sin( Delta / 2) =3000*Sin(120/2)= 2598.08 mmFactor K9 from Table G.3.3-5 in PD5500, K9 = .204

LOAD CASE NO: 1 - TRANSPORTLOAD (z = 3090)(Sliding Saddle)

Summation of Total Loads for Load Case :TRANSPORTLOADFi (Force in Vertical Direction)= == 33.75 kNFht (Force in Transverse Direction)= == 0.00 kNFha (Force in Axial Direction, Sliding Saddle Fha=0)=== 0.00 kNQi (Shear Force)= == 20.56 kNMi (Moment at Saddle)= == 3,438E05 kNmmMij (Moment between Saddels)= == -2,3156E06 kNmm

LOAD DATAInternal pressure(MPa):Pi=0 External pressure(MPa):Pe=0Corrosion Allowance(mm):c=0 Test Condition (Yes/No):Te=NoTemperature D=Design/A=Ambient:T=A

Transverse Bending Moment at Saddle Base MtMt = Fht * (De / 2 + Hs) =0*(3000/2+100)= 0.00 kNm

Additional Vertical Force due to Horizontal Moment MtFvMt = 3 * Mt / Lsw =3*0/2598.08= 0.00 kN

Additional Vertical Force due to Axial Load FvaFva = Fha * (De / 2 + Hs) / LengthBetweenSaddles=0*(3000/2+100)/10155= 0.00 kN

Total Vertical Force FvFvtot = Fvi + FvMt + Fva =33.75+0+0= 33.75 kN

NOTE: No thermal expansion is considered at ambient temperature, hence the friction coefficent is set to zero.Longitudinal Bending Moment at Saddle Base MlMl = ((Fvi+Fva)*my+Fha)*(De/2*(1-Sin(Delta)*3/PI)+Hs)=((33.75+0)*0+0)*(3000/2*(1-Sin(120)*3/3.14)+100)= 0.00 kNm

Stresses in Web Plate Due to Vertical Splitting ForceThe saddle at lowest section must resist the horizontal forces.The effective cross section of the saddle to resist this load is one third of the vessel radius.Total Area Resisting Splitting ForceAtot = ew * MIN( De / 6, Hs) =8*MIN(3000/6,100)= 800.00 mm2

Tensile Stress SigtSigt = (Fvtot * K9 + Fht) / Atot =(33750*0.204+0)/800= 8.6062 N/mm2

Web Plate Stresses(Splitting Force) Sigt=8.61 <= fsw*2/3=120[N/mm2]

7.1% OK



Stresses in Saddle due to Axial Loads - RKF Part 3 BR-B2, 6.2(9&10)Stresses at Saddle Base due to Longitudinal Moment MlSigBase = Ml / (Nos * est * b1 ^ 2 / 6)=0/(2*8*300^2/6)= 0.00 N/mm2

Saddle Stresses due to Axial Loads Sigt=0 <= fsw=180[N/mm2] 0.0% OK

Webplate Compression Check Against Buckling - AD2000 S3/2, 6.1.1/RKF Part 3BR-B2, 6.1(5&6)be = 0.5 * De * (1 - Cos( 0.5 * Delta)) + Hs=0.5*3000*(1-Cos(0.5*120))+100= 850.00 mmFactor K13 from Table 7 / 15, K13 = 1.127Stability Factor for Plate Buckling, Phiphi = 1/Sqr(1+(150*fsw/(Esw*K13)*(be/(10*ew))^2)^2)=1/Sqr(1+(150*180/(196996*1.127)*(850./(10*8))^2)^2)= 0.0726Maximum Vertical Force on Webplate, FwmaxFwmax = Lsw / (Nos - 1) * ew * fsw * phi=2598.08/(2-1)*8*180*0.0726= 271.78 kN

Webplate Buckling Fw=33.75 <= Fwmax=271.78[kN] 12.4% OKFoundation Bearing Pressure PbPbearing = Fvtot / (b1 * Lsw) =33750/(300*2598.08)= 0.0433 N/mm2

Foundation Bearing Pressure Pbearing=0.0433 <= Fba=5.9[N/mm2]

0.7% OK

Distance Between Vertical Stiffeners LwLw = Lsw / (Nos - 1) =2598.08/(2-1)= 2598.08 mmK = 3 =3= 3.0000Minimum Thickness of Baseplate ebmin (AD2000 S3/1)ebmin = 0.5 * b1 * SQR( K * Pbearing / fsw)=0.5*300*SQR(3*0.0433/180)= 4.0296 mm

Baseplate Thickness eb=20 >= ebmin=4.03[mm] 20.1% OK

PRELIMINARY CALCULATIONSShell Analysis Thickness easea = en - c - th =3-0-0.3= 2.7000 mmShell Inside Diamater DiDi = De - 2 * ea =3000-2*2.7= 2994.60 mmMean Shell Diameter DD = De - ea =3000-2.7= 2997.30 mmMean Shell Radius RR = D / 2 =2997.3/2= 1498.65 mmAllowable Global Shear Force Qmax when L/R <= 8.7*SQR(Di/ea)Qtmp = 0.75 * PI * R * ea * E * ( ea / R) ^ 1.25 / 1.5=0.75*3.14*1498.65*2.7*196996*(2.7/1498.65)^1.25/1.5= 464.75 kNQmax = Qtmp*Sqr(R/L*(1+42*(R/L)^3*(ea/R)^1.5)) (16.8-30)=4.6475E05*Sqr(1498.65/16000*(1+42*(1498.65/16000)^3*(2.7/1498.65)^1.5))= 142.24 kN

16.14.6 COMPRESSIVE STRESS LIMITSK = 1.21 * E * ea / (Sige * D) (16.14-15)=1.21*196996*2.7/(208*2997.3)= 1.0323alfa = 0.7 / Sqr( 0.1 + 0.005 * D / ea) (16.14-17)=0.7/Sqr(0.1+0.005*2997.3/2.7)= 0.2945delta = 0.75 * alfa * K / S (16.14-18) =0.75*0.2945*1.03/1.5= 0.1520Maximum Allowable Compressive StressSigcall = Sige * delta (16.14-20) =208*0.152= 31.62 N/mm2



16.14.4 PERMISSIBLE INDIVIDUAL LOADSMaximum Tensile Force FtmaxFtmax = PI * D * ea * f (16.14-1) =3.14*2997.3*2.7*180= 4576.32 kN

Maximum Compressive Force FcmaxFcmax = PI * D * ea * Sigcall (16.14-2) =3.14*2997.3*2.7*31.615= 803.78 kN

Maximum Bending Moment MmaxMmax = PI / 4 * D ^ 2 * ea * Sigcall (16.14-3)=3.14/4*2997.3^2*2.7*31.615= 602.29 kNm

16.8.6 LOAD LIMIT FOR THE SHELL BETWEEN SADDLES

16.8.6.1 Vessels under internal pressure or no pressurex = L / Di =16000/2994.6= 5.3430y = Di / ea =2994.6/2.7= 1109.11K12 from figure 16.8-12 = 1.525a) Strength Calculationfact = P*Di/(4*ea)+4*Abs(Mij)*K12/(PI*Di^2*ea)=0*2994.6/(4*2.7)+4*Abs(-2.3156E06)*1.53/(3.14*2994.6^2*2.7)= 185.70 N/mm2

Vessel Stress Btwn.Saddles fact=185.7 <= fs=180[N/mm2] (16.8-10)

103.1%

Instability Check P=0 (Not Applicable) Inst=0 <= 1.0=1(16.8-14) 0.0% OK

Parameters gamma and betagamma = 2.83 * (a1 / Di) * Sqr( ea / Di) (16.8-15)=2.83*(3090/2994.6)*Sqr(2.7/2994.6)= 0.0877beta = 0.91 * b1 / Sqr( Di * ea) (16.8-16)=0.91*300/Sqr(2994.6*2.7)= 3.0361

Values for factors K3 to K11 from fig.16.8-7 to 16.8-12K3 = 0.250 K4 = 0.345 K5 = 0.981 K6 = 0.346K7 = 0.634 K8 = 0.364 K9 = 0.640 K10= 0.434Ratio v1 at location 2v12 = -0.23 * K6 * K8 / (K5 * K3)=-0.23*0.3464*0.3643/(0.9815*0.25)= -0.1183Ratio v1 at location 3v13 = -0.53 * K4 / (K7 * K9 * K10 * Sin( 0.5 * Delta))=-0.53*0.3451/(0.6344*0.64*0.4342*Sin(0.5*120))= -1.198Ratio v2 at location 2 when P=0v212 = -4 * Mi / (PI * Di ^ 2 * ea * K2 * fs)=-4*3.438E05/(3.14*2994.6^2*2.7*1.25*180)= -0.0804Ratio v2 at location 3 when P=0v213 = 0 =0= 0.00Ratio v2 at location 2 when P<>0v222 = (P*Di/(4*ea)-4*Mi/(PI*Di^2*ea))*1/(K2*fs)=(0*2994.6/(4*2.7)-4*3.438E05/(3.14*2994.6^2*2.7))*1/(1.25*180)= -0.0804Ratio v2 at location 3 when P<>0v223 = (P * Di / (2 * ea)) * 1 / (K2 * fs)=(0*2994.6/(2*2.7))*1/(1.25*180)= 0.00



16.6.5 Bending Stress LimitK1 at location 2 (from figure 16.6-1)= 1.409Sigball2= K1 * K2 * fs =1.41*1.25*180= 316.92

K1 at location 3 (from figure 16.6-1)= 0.634Sigball3= K1 * K2 * fs =0.6342*1.25*180= 142.69

Maximum Allowable Saddle Load at Location 2, F2maxF2max = 0.7 * Sigball2 * Sqr( Di * ea) * ea / (K3 * K5)=0.7*316.92*Sqr(2994.6*2.7)*2.7/(0.25*0.9815)= 219.50 kN

Maximum Allowable Saddle Load at Location 3, F3maxF3max = 0.9*Sigball3*Sqr(Di*ea)*ea/(K7*K9*K10)=0.9*142.69*Sqr(2994.6*2.7)*2.7/(0.6344*0.64*0.4342)= 176.85 kN

Max.Saddle Forces Fvtot=33.75 <= Min( F2max, F3max)=176.85[kN]

19.0% OK

Equivalent Global Axial Force FeqFeq = Fvtot * PI / 4 * Sqr( Di / ea) * K6 * K8=33750*3.14/4*Sqr(2994.6/2.7)*0.3464*0.3643= 1,1139E05 N

Instability CheckInst = Pext/Pmax+Mi/Mmax+Feq/Fmax+(Qi/Qmax)^2=0/7.5546E-04+3.438E05/6.0229E08+1.1139E05/8.0378E05+(20559.86/1.4224E05)^2= 0.7303

Instability Check Inst_0=0.7303 <= 1.0=1(16.8-28) 73.0% OK

LOAD CASE NO: 1 - TRANSPORTLOAD (z = 13245)(Fixed Saddle)

Summation of Total Loads for Load Case :TRANSPORTLOADFi (Force in Vertical Direction)= == 33.75 kNFht (Force in Transverse Direction)= == 0.00 kNFha (Force in Axial Direction)= == 0.00 kNQi (Shear Force)= == 20.56 kNMi (Moment at Saddle)= == 3,438E05 kNmmMij (Moment between Saddels)= == -2,3156E06 kNmm

LOAD DATAInternal pressure(MPa):Pi=0 External pressure(MPa):Pe=0Corrosion Allowance(mm):c=0 Test Condition (Yes/No):Te=NoTemperature D=Design/A=Ambient:T=A

Transverse Bending Moment at Saddle Base MtMt = Fht * (De / 2 + Hs) =0*(3000/2+100)= 0.00 kNm

Additional Vertical Force due to Horizontal Moment MtFvMt = 3 * Mt / Lsw =3*0/2598.08= 0.00 kN

Additional Vertical Force due to Axial Load FvaFva = Fha * (De / 2 + Hs) / LengthBetweenSaddles=0*(3000/2+100)/10155= 0.00 kN

Total Vertical Force FvFvtot = Fvi + FvMt + Fva =33.75+0+0= 33.75 kN

NOTE: No thermal expansion is considered at ambient temperature, hence the friction coefficent is set to zero.Longitudinal Bending Moment at Saddle Base MlMl = ((Fvi+Fva)*my+Fha)*(De/2*(1-Sin(Delta)*3/PI)+Hs)=((33.75+0)*0+0)*(3000/2*(1-Sin(120)*3/3.14)+100)= 0.00 kNm



Stresses in Web Plate Due to Vertical Splitting ForceThe saddle at lowest section must resist the horizontal forces.The effective cross section of the saddle to resist this load is one third of the vessel radius.Total Area Resisting Splitting ForceAtot = ew * MIN( De / 6, Hs) =8*MIN(3000/6,100)= 800.00 mm2

Tensile Stress SigtSigt = (Fvtot * K9 + Fht) / Atot =(33750*0.204+0)/800= 8.6062 N/mm2


7.1% OK

Stresses in Saddle due to Axial Loads - RKF Part 3 BR-B2, 6.2(9&10)Stresses at Saddle Base due to Longitudinal Moment MlSigBase = Ml / (Nos * est * b1 ^ 2 / 6)=0/(2*8*300^2/6)= 0.00 N/mm2

Saddle Stresses due to Axial Loads Sigt=0 <= fsw=180[N/mm2] 0.0% OK

Webplate Compression Check Against Buckling - AD2000 S3/2, 6.1.1/RKF Part 3BR-B2, 6.1(5&6)be = 0.5 * De * (1 - Cos( 0.5 * Delta)) + Hs=0.5*3000*(1-Cos(0.5*120))+100= 850.00 mmFactor K13 from Table 7 / 15, K13 = 1.127Stability Factor for Plate Buckling, Phiphi = 1/Sqr(1+(150*fsw/(Esw*K13)*(be/(10*ew))^2)^2)=1/Sqr(1+(150*180/(196996*1.127)*(850./(10*8))^2)^2)= 0.0726Maximum Vertical Force on Webplate, FwmaxFwmax = Lsw / (Nos - 1) * ew * fsw * phi=2598.08/(2-1)*8*180*0.0726= 271.78 kN

Webplate Buckling Fw=33.75 <= Fwmax=271.78[kN] 12.4% OKFoundation Bearing Pressure PbPbearing = Fvtot / (b1 * Lsw) =33750/(300*2598.08)= 0.0433 N/mm2

Foundation Bearing Pressure Pbearing=0.0433 <= Fba=5.9[N/mm2]

0.7% OK

Distance Between Vertical Stiffeners LwLw = Lsw / (Nos - 1) =2598.08/(2-1)= 2598.08 mmK = 3 =3= 3.0000Minimum Thickness of Baseplate ebmin (AD2000 S3/1)ebmin = 0.5 * b1 * SQR( K * Pbearing / fsw)=0.5*300*SQR(3*0.0433/180)= 4.0296 mm


PRELIMINARY CALCULATIONSShell Analysis Thickness easea = en - c - th =3-0-0.3= 2.7000 mmShell Inside Diamater DiDi = De - 2 * ea =3000-2*2.7= 2994.60 mmMean Shell Diameter DD = De - ea =3000-2.7= 2997.30 mmMean Shell Radius RR = D / 2 =2997.3/2= 1498.65 mmAllowable Global Shear Force Qmax when L/R <= 8.7*SQR(Di/ea)Qtmp = 0.75 * PI * R * ea * E * ( ea / R) ^ 1.25 / 1.5=0.75*3.14*1498.65*2.7*196996*(2.7/1498.65)^1.25/1.5= 464.75 kNQmax = Qtmp*Sqr(R/L*(1+42*(R/L)^3*(ea/R)^1.5)) (16.8-30)=4.6475E05*Sqr(1498.65/16000*(1+42*(1498.65/16000)^3*(2.7/1498.65)^1.5))= 142.24 kN



16.14.6 COMPRESSIVE STRESS LIMITSK = 1.21 * E * ea / (Sige * D) (16.14-15)=1.21*196996*2.7/(208*2997.3)= 1.0323alfa = 0.7 / Sqr( 0.1 + 0.005 * D / ea) (16.14-17)=0.7/Sqr(0.1+0.005*2997.3/2.7)= 0.2945delta = 0.75 * alfa * K / S (16.14-18) =0.75*0.2945*1.03/1.5= 0.1520Maximum Allowable Compressive StressSigcall = Sige * delta (16.14-20) =208*0.152= 31.62 N/mm2

16.14.4 PERMISSIBLE INDIVIDUAL LOADSMaximum Tensile Force FtmaxFtmax = PI * D * ea * f (16.14-1) =3.14*2997.3*2.7*180= 4576.32 kN

Maximum Compressive Force FcmaxFcmax = PI * D * ea * Sigcall (16.14-2) =3.14*2997.3*2.7*31.615= 803.78 kN

Maximum Bending Moment MmaxMmax = PI / 4 * D ^ 2 * ea * Sigcall (16.14-3)=3.14/4*2997.3^2*2.7*31.615= 602.29 kNm


16.8.6.1 Vessels under internal pressure or no pressurex = L / Di =16000/2994.6= 5.3430y = Di / ea =2994.6/2.7= 1109.11K12 from figure 16.8-12 = 1.525a) Strength Calculationfact = P*Di/(4*ea)+4*Abs(Mij)*K12/(PI*Di^2*ea)=0*2994.6/(4*2.7)+4*Abs(-2.3156E06)*1.53/(3.14*2994.6^2*2.7)= 185.70 N/mm2


103.1%

Instability Check P=0 (Not Applicable) Inst=0 <= 1.0=1(16.8-14) 0.0% OK

Parameters gamma and betagamma = 2.83 * (a1 / Di) * Sqr( ea / Di) (16.8-15)=2.83*(3090/2994.6)*Sqr(2.7/2994.6)= 0.0877beta = 0.91 * b1 / Sqr( Di * ea) (16.8-16)=0.91*300/Sqr(2994.6*2.7)= 3.0361

Values for factors K3 to K11 from fig.16.8-7 to 16.8-12K3 = 0.250 K4 = 0.345 K5 = 0.981 K6 = 0.346K7 = 0.634 K8 = 0.364 K9 = 0.640 K10= 0.434Ratio v1 at location 2v12 = -0.23 * K6 * K8 / (K5 * K3)=-0.23*0.3464*0.3643/(0.9815*0.25)= -0.1183Ratio v1 at location 3v13 = -0.53 * K4 / (K7 * K9 * K10 * Sin( 0.5 * Delta))=-0.53*0.3451/(0.6344*0.64*0.4342*Sin(0.5*120))= -1.198Ratio v2 at location 2 when P=0v212 = -4 * Mi / (PI * Di ^ 2 * ea * K2 * fs)=-4*3.438E05/(3.14*2994.6^2*2.7*1.25*180)= -0.0804Ratio v2 at location 3 when P=0v213 = 0 =0= 0.00Ratio v2 at location 2 when P<>0v222 = (P*Di/(4*ea)-4*Mi/(PI*Di^2*ea))*1/(K2*fs)



=(0*2994.6/(4*2.7)-4*3.438E05/(3.14*2994.6^2*2.7))*1/(1.25*180)= -0.0804Ratio v2 at location 3 when P<>0v223 = (P * Di / (2 * ea)) * 1 / (K2 * fs)=(0*2994.6/(2*2.7))*1/(1.25*180)= 0.00

16.6.5 Bending Stress LimitK1 at location 2 (from figure 16.6-1)= 1.409Sigball2= K1 * K2 * fs =1.41*1.25*180= 316.92

K1 at location 3 (from figure 16.6-1)= 0.634Sigball3= K1 * K2 * fs =0.6342*1.25*180= 142.69

Maximum Allowable Saddle Load at Location 2, F2maxF2max = 0.7 * Sigball2 * Sqr( Di * ea) * ea / (K3 * K5)=0.7*316.92*Sqr(2994.6*2.7)*2.7/(0.25*0.9815)= 219.50 kN

Maximum Allowable Saddle Load at Location 3, F3maxF3max = 0.9*Sigball3*Sqr(Di*ea)*ea/(K7*K9*K10)=0.9*142.69*Sqr(2994.6*2.7)*2.7/(0.6344*0.64*0.4342)= 176.85 kN

Max.Saddle Forces Fvtot=33.75 <= Min( F2max, F3max)=176.85[kN]

19.0% OK

Equivalent Global Axial Force FeqFeq = Fvtot * PI / 4 * Sqr( Di / ea) * K6 * K8=33750*3.14/4*Sqr(2994.6/2.7)*0.3464*0.3643= 1,1139E05 N

Instability CheckInst = Pext/Pmax+Mi/Mmax+Feq/Fmax+(Qi/Qmax)^2=0/7.5546E-04+3.438E05/6.0229E08+1.1139E05/8.0378E05+(20559.86/1.4224E05)^2= 0.7303

Instability Check Inst_0=0.7303 <= 1.0=1(16.8-28) 73.0% OK

CALCULATION SUMMARY

LOAD CASE NO: 1 - TRANSPORTLOAD (z = 3090)(Sliding Saddle)Internal pressure(MPa):Pi=0 External pressure(MPa):Pe=0Corrosion Allowance(mm):c=0 Test Condition (Yes/No):Te=NoTemperature D=Design/A=Ambient:T=A


7.1% OK

Saddle Stresses due to Axial Loads Sigt=0 <= fsw=180[N/mm2] 0.0% OKWebplate Buckling Fw=33.75 <= Fwmax=271.78[kN] 12.4% OKFoundation Bearing Pressure Pbearing=0.0433 <= Fba=5.9[N/mm2]

0.7% OK






103.1% NOT OK

Instability Check P=0 (Not Applicable) Inst=0 <= 1.0=1(16.8-14) 0.0% OKMax.Saddle Forces Fvtot=33.75 <= Min( F2max, F3max)=176.85[kN]

19.0% OK

Instability CheckInstability Check Inst_0=0.7303 <= 1.0=1(16.8-28) 73.0% OK

LOAD CASE NO: 1 - TRANSPORTLOAD (z = 13245)(Fixed Saddle)Internal pressure(MPa):Pi=0 External pressure(MPa):Pe=0Corrosion Allowance(mm):c=0 Test Condition (Yes/No):Te=NoTemperature D=Design/A=Ambient:T=A


7.1% OK

Saddle Stresses due to Axial Loads Sigt=0 <= fsw=180[N/mm2] 0.0% OKWebplate Buckling Fw=33.75 <= Fwmax=271.78[kN] 12.4% OKFoundation Bearing Pressure Pbearing=0.0433 <= Fba=5.9[N/mm2]

0.7% OK




103.1% NOT OK

Instability Check P=0 (Not Applicable) Inst=0 <= 1.0=1(16.8-14) 0.0% OKMax.Saddle Forces Fvtot=33.75 <= Min( F2max, F3max)=176.85[kN]

19.0% OK

Instability CheckInstability Check Inst_0=0.7303 <= 1.0=1(16.8-28) 73.0% OK

ERROR:Vessel Stress Btwn.Saddles ; fact <= fs: U= 103.1%(stress actual/limit= 185.7/ 180 N/mm2)

Volume:0 m3 Total Weight:470.9 kg Average Weight of 2 components:235.5 kg (SG= 7.93 )



8 SK.1 Skirt Support Skirt

INPUT DATA

SKIRT DATASkirt is connected to component: S1.2SELECT TYPE OF SHAPE: Shape C - Skirt slipped over cylindrical vessel shell/endMEAN SKIRT DIAMETER AT TOP..........................:Dz 3004.00 mmMEAN SKIRT DIAMETER AT BOTTOM.......................:Dzb 3004.00 mmNOMINAL THICKNESS OF SKIRT..........................:ez 4.0000 mmEN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<=8mm 55'CRm=540 Rp=260 Rpt=229.81 fz=166.88 fz20=180 ftest=270 E=196996(N/mm2) ro=7.93WELD JOINT EFFICIENCY OF HEAD-TO-SKIRT JOINT........:Ewz 0.6000SAFETY FACTOR (1.0 carbon and 1.25 austenitic steels):s 1.2500MODULUS OF ELASTICITY at design temp................:E 1,97E05 N/mm2SAFETY FACTOR (1.0 carbon and 1.25 austenitic steels):s 1.2500

GENERAL LOAD DATAWind Load: YESType of Wind Load: Wind Loading to EN1991-1-4Table 4.1 Terrain Category: III- Suburban/Industrial areaTERRAIN OROGRAPHY FACTOR (REF.SECT.4.3.3 AND A.3)...:c0 1.0000BASE HEIGHT (HEIGHT BETWEEN GROUND AND BASE RING)...:Ho 0.00 mmBASIC WIND VELOCITY.................................:vb 29.50 m/sWIND FORCE/VESSEL SHAPE/DRAG COEFFICIENT............:Cf 0.8000Seismic Load: NOAcceleration Loads: NOBlast Pressure Load: NO

VESSEL COMPONENTSTable COMPONENTS:

Description ID Do1(mm) Do2(mm) L(mm) Thk(mm) z1(mm) z2(mm) Kd_ A(m2) Sp.Dens.

Main Shell S1.1 3000 3000 1500 4 0 1500 1.18 4.5 7.85Main Shell 2 S1.2 3000 3000 14500 3 1500 16000 1.18 43.5 7.85Top Flange F.1 3000 3200 12 3 16000 16012 1.18 0.04 7.85Top E6.1 3200 1 3007.5 2994 16012 16024 1.18 4.81 7.85

Table COMPONENTS Continued

Description Weight(kg) Vol(m3) Material Name fd fa fcd fca E-Module

Main Shell 447.8 10.551 EN 10028-7:2007 168.8 180 55.4 56.5 197420Main Shell 2 3247.9 102.126 EN 10028-7:2007 168.8 180 37 37 197420Top Flange 92 0.084 EN 10028-7:2007 164.6 173.3 37 37 197420Top 378 -0.218 EN 10028-7:2007 168.8 180 124 137.7 197420

Table COMPONENTS Continued

Description S Thinning(mm) E20-Module

Main Shell 1.25 0.3 199964Main Shell 2 1.25 0.3 199964Top Flange 1.25 0 199964Top 1.25 0 199964

DESIGN LOADSTable DESIGN LOADS:

Load Description ID Fx-kN Fy-kN Fz-kN Mx-kNm My-kNm Mz-kNm x(mm) y(mm) z(mm)

8 SK.1 Skirt Support Skirt Umax= 91.9% Page: 28

GPI-bv -Paques Vessel Tag No.: ABSR Tank SC312101-10 Visual Vessel Design by OhmTech Ver:12.0-05 Operator :JR Rev.:0 EN13445:2009 Issue 3 - EN13445; 16.12 - VERTICAL VESSELS WITH SKIRTSK.1 Skirt 09 May 2012 10:01 ConnID:S1.2

LOAD CASES/COMBINATIONTable LOAD CASES:

Description ID Hydrotest Erection Oper.Wind

Wind Load W 0.5 1.0 1.0Seismic S 0 0 0Blast Load B 0 0 0Acceleration A 0 0 0

LOAD CASE FACTORSTable LOAD CASE FACTORS:

Description ID Hydrotest Erection Oper.Wind

Int.Pressure(MPa) P 0.0065 0 0.006Ext.Pressure(MPa) Pe 0 0 0.0005Temperature D/A T A A DCorrosion (mm) c 0 0 0Stress M-Factor : mf 1.425 1 1Liquid Level (mm) LL FULL EMPTY 16000Sp.Gravity (Liq.) SG 1 0 1.06Max.Deflection d/200 d 1 1 1

SKIRT OPENINGSTable DATA FOR SKIRT OPENINGS:

Opening ID. Diameter(mm) Z-Valueof Center(mm) Angle of Orient.Degr.

Manway 500 750 0

VESSEL DATAMEAN SHELL DIAMETER.................................:DB 2997.30 mmTHICKNESS OF VESSEL WALL (uncorroded)...............:eB 2.7000 mmEN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<=8mm 55'CRm=540 Rp=260 Rpt=229.81 fB=166.88 fB20=180 ftest=270 E=196996(N/mm2) ro=7.93

ANCHOR BOLT DATANUMBER OF BOLTS.....................................:n 10.00EFFECTIVE BOLT AREA per bolt........................:Ae 561.00 mm2Bolting Size/Comment: M30x3 ;EN 10269:1999/A1:06, 1.4301 X5CrNi18-10 bar, bolt, HT:AT THK<=160mm 55'CRm=500 Rp=190 Rpt=174.8 Sa=119.25 Sb=125 ftest=187.5 E=196996(N/mm2) ro=7.93Allowable Bolt Material Stress Based On::Allowable Stress at Design Temperature as specified above.

DATA FOR SKIRT BASE

SELECT TYPE OF BASE: Skirt with chairSELECT SKIRT BASE DESIGN BASIS: Henry H. Bednar Chpt. 4.3&4.4OUTSIDE DIAMETER OF BASE PLATE......................:dob 3200.00 mmNOMINAL THICKNESS OF BASE PLATE.....................:eR 6.0000 mmTOTAL WIDTH OF BASE PLATE RING......................:b 1000.00 mmDIAMETER OF BOLT HOLE IN BASE PLATE RING............:dtb 60.00 mmEN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<=8mm 55'CRm=540 Rp=260 Rpt=229.81 fc1=166.88 fc20=180 ftest=270 E=196996(N/mm2) ro=7.93OVERALL HEIGHT OF CHAIR.............................:h 200.00 mmTHK.OF COMPRESSION PLATE/RING ON TOP OF CHAIR.......:eD 20.00 mm



DIAMETER OF BOLT HOLE IN COMPRESSION PLATE/RING.....:dt 34.00 mmTHICKNESS OF GUSSET/VERTICAL STIFFENER PLATES.......:ep 12.00 mmSPACING BETWEEN GUSSET/VERTICAL STIFFENER PLATES....:t 100.00 mmDIST.BETWEEN SKIRT OD AND CENTERLINE OF ANCHOR BOLTS:b1 90.00 mmRADIAL WIDTH OF COMPR.PLATE ON TOP OF CHAIR.........:a 150.00 mmALLOWABLE FOUNDATION BEARING PRESSURE...............:Fba 3.0000 N/mm2

CALCULATION DATATotal Height of UnitHeight = ABS( zmax - zmin) =ABS(16024-0)= 16024.00 mm

EN 1991-1-4 Wind Loading at z = zmax = 16024 mmRoughness Factorcr = kr * LOG( Max( (zmax + Ho) / 1000, zmin) / z0) (4.4)=0.2154*LOG(Max((16024+0)/1000,5)/0.3)= 0.8568Mean velocityvm = cr * c0 * vb (4.3) =0.8568*1*29.5= 25.28 m/sTurbulence factorIv = Sigv / vm (4.7) =6.35/25.28= 0.2514Peak velocity pressureqp = (1 + 7 * Iv) * 0.5 * ro * vm ^ 2 (4.8)=(1+7*0.2514)*0.5*1.25*25.28^2= 0.0011 MPa

EN 1991-1-4 Wind Loads - LOAD CASE NO: 1 - HYDROTEST6.3.1 Structural factor cscdcscd = MAX( 1, cs * cd) =MAX(1,0.8758*1.41)= 1.2375

EN 1991-1-4 Wind Loads - LOAD CASE NO: 2 - ERECTION6.3.1 Structural factor cscdcscd = MAX( 1, cs * cd) =MAX(1,0.8758*1.41)= 1.0000

EN 1991-1-4 Wind Loads - LOAD CASE NO: 3 - OPER.WIND6.3.1 Structural factor cscdcscd = MAX( 1, cs * cd) =MAX(1,0.8758*1.41)= 1.2520

VESSEL DEFLECTION LOAD CASE NO: 1 - HYDROTEST

ID z(mm) I(m4) E-Mod.(N/mm2) F Shear(kN) Moment(kNm) Deflection(mm)

SK 0 425.8145 196996 21.80 186.700 0.000S1.1 1499 422.4215 197420 0.00 0.080 0.024S1.2 1501 317.1333 197420 20.09 155.214 0.024F.1 16000 317.1333 197420 0.03 0.000 1.771E6.1 16012 51471.8538 197420 0.01 0.000 1.772

»Max.deflection over 200mm length dallow=1 >= dactual=0.03[mm] «» OK«Between z1= 15692 and z2= 15891 in component:S1.2Deflection at top of vessel : 1.8 mm

VESSEL DEFLECTION LOAD CASE NO: 2 - ERECTION


SK 0 425.8145 196996 38.77 345.197 0.000S1.1 1499 422.4215 197420 0.00 0.080 0.044S1.2 1501 317.1333 197420 36.00 289.034 0.044F.1 16000 317.1333 197420 0.07 0.001 3.362E6.1 16012 51471.8538 197420 0.02 0.000 3.366




VESSEL DEFLECTION LOAD CASE NO: 3 - OPER.WIND


SK 0 425.8145 196996 43.89 371.289 0.000S1.1 1499 422.4215 197420 0.00 0.080 0.047S1.2 1501 317.1333 197420 40.42 307.960 0.047F.1 16000 317.1333 197420 0.07 0.001 3.529E6.1 16012 51471.8538 197420 0.02 0.000 3.532


Natural Frequency of VesselThe natural frequency of vibration is based on Rayleighs method of approximation:T = 2*pi*Sqr(Sum(Wi*yi^2)/(g*Sum(Wi*yi))); whereWi is the weight of the i th. element and yi is the deflection of this element.

LOAD CASE Fundamental Period(s) Natural Frequency(Hz)

LOAD CASE NO: 1 - HYDROTEST 0.4859 s 2.06 HzLOAD CASE NO: 2 - ERECTION 0.1425 s 7.02 HzLOAD CASE NO: 3 - OPER.WIND 0.4972 s 2.01 Hz

Critical Wind Velocity RKF BR-K.1 Section 5.2The following 3 criterias needs to be simultaniously satisfied for wind induced vibration to occur:Vcr=5*D2/T < 30 m/s and Re=D2*Vcr/Ny < 5*10E7 and T > To, Value from Figure 11Line K-K

LOAD CASE Vcr(m/s) Reynolds No. To(s) Status

NO: 1 - HYDROTEST 28.59 m/s 5.4796 E+6 0.8000 s OK NO: 2 - ERECTION 97.50 m/s 1.8685 E+7 0.8000 s OK NO: 3 - OPER.WIND 27.94 m/s 5.3549 E+6 0.8000 s OK

REACTION FORCES & MOMENTS AT SKIRT BASE

LOAD CASE Fx(kN) Fy(kN) Fz(kN) Mx(kNm) My(kNm) Mz(kNm)

HYDROTEST 21.80 0.00 -1174.13 -0.06 186.70 0.00ERECTION 38.77 0.00 -66.96 -0.06 345.20 0.00OPER.WIND 43.89 0.00 -1238.01 -0.06 371.29 0.00

LOAD CASE NO: 1 - HYDROTEST

Summation of Total Loads for Load Case : HYDROTESTFz (Force in Vertical Direction)= == -1174.13 kNFx (Force in X-Direction)= == 21.80 kNFy (Force in Y-Direction)= == 0.00 kNFs=SQR(Fx^2 + Fy^2))(Tot.Force in Hor.Plane)= == 21.80 kNMoments at top of skirt at elevation of shell/skirt connection.Mx (Moment around the X-Axis)= == 0.00 kNmmMy (Moment around the Y-Axis)= == 1,5521E05 kNmmM1=SQR(Mx^2+My^2)(Moment in XY Plane)= == 1,5521E05 kNmmMt (Moment around the z-axis)= == 0.00 kNmmMoments at elevation at bottom of skirt.Mx4 (Moment around the X-Axis)= == -62.43 kNmmMy4 (Moment around the Y-Axis)= == 1,867E05 kNmmM4=SQR(Mx4^2+My4^2)(Moment in XY Plane)= == 1,867E05 kNmmFF (Weight of Content of Vessel)= == 1107.22 kNdFg (Weight of Vessel Below Section 2-2)= (16.12-3) == 12.46 kN



16.12.6.1 Verification of Membrane StressesFzp = Fz + 4 * M1 / Dz (16.12-1) =-1.1741E06+4*1.5521E05/3004=-9,6745E05 NFzq = Fz - 4 * M1 / Dz (16.12-2) =-1.1741E06-4*1.5521E05/3004=-1,3808E06 NMembrane Stress(Sect.1-1)Sig1pm = (Fzp+dFg+FF)/(PI*DB*eB)+p*DB/(4*eB)=(-9.6745E05+12457.98+1.1072E06)/(3.14*2997.3*2.7)+0.0065*2997.3/(4*2.7)= 7.7915 N/mm2

Sig1qm = (Fzq+dFg+FF)/(PI*DB*eB)+p*DB/(4*eB)=(-1.3808E06+12457.98+1.1072E06)/(3.14*2997.3*2.7)+0.0065*2997.3/(4*2.7)= -8.4672 N/mm2

Membrane Stress(Sect.1-1) ABS(Sig1pm)=7.79 <= fB=270[N/mm2]

2.8% OK

Membrane Stress(Sect.1-1) ABS(Sig1qm)=8.47 <= fB=270[N/mm2]

3.1% OK

Membrane Stress(Sect.2-2)Sig2pm = Sig2qm=(FF+dFg)/(PI*DB*eB)+p*DB/(4*eB)=(1.1072E06+12457.98)/(3.14*2997.3*2.7)+0.0065*2997.3/(4*2.7)= 45.84 N/mm2


16.9% OK

Membrane Stress(Sect.3-3)Sig3pm = Fzp / (PI * Dz * ez)=-9.6745E05/(3.14*3004*4)= -25.63 N/mm2

Sig3qm = Fzq / (PI * Dz * ez)=-1.3808E06/(3.14*3004*4)= -36.58 N/mm2

Membrane Stress(Sect.3-3) ABS(Sig3pm)=25.63 <= fz=270[N/mm2]

9.4% OK

Membrane Stress(Sect.3-3) ABS(Sig3qm)=36.58 <= fz=270[N/mm2]

13.5% OK

16.12.6.2 Bending Stressesc) Structural Shape C - figure 16.12-3Total Bending Moments at Verification Points p and q:Mp = 0.5 * (Dz - DB) * Fzp=0.5*(3004-2997.3)*-9.6745E05= -3,2409E06 Nmm

Mq = 0.5 * (Dz - DB) * Fzq=0.5*(3004-2997.3)*-1.3808E06= -4,6257E06 Nmm

Bending Stresses in sections 1-1 and 2-2Sig1pb = Sig2pb = 3 * Mp / (PI * DB * eB ^ 2) (16.12-39)=3*-3.2409E06/(3.14*2997.3*2.7^2)= -141.64 N/mm2Sig1qb = Sig2qb = 3 * Mq / (PI * DB * eB ^ 2) (16.12-40)=3*-4.6257E06/(3.14*2997.3*2.7^2)= -202.16 N/mm2Bending Stresses in sections 3-3Sig3pb = 6 * Mp / (PI * Dz * ez ^ 2) (16.12-41)=6*-3.2409E06/(3.14*3004*4^2)= -128.78 N/mm2Sig3pb = 6 * Mq / (PI * Dz * ez ^ 2) (16.12-42)=6*-4.6257E06/(3.14*3004*4^2)= -183.80 N/mm2Bending Stresses Caused by Pressure are Ignored, e.g.:Sig1b = Sig1b (16.12-43) =0= 0.00 N/mm2



16.12.6.3 Total Stresses and Strength Conditions1) Total stresses at verification point p, section 1-1, on the inner surfaceSig1pitot = Sig1pm - Sig1pb + Sig1b =7.79--141.64+0= 149.44 N/mm2

on the outer surfaceSig1pitot = Sig1pm + Sig1pb - Sig1b =7.79+-141.64-0= -133.85 N/mm2

2) Total stresses at verification point q, section 1-1, on the inner surfaceSig1qitot = Sig1qm - Sig1qb + Sig1b =-8.47--202.16+0= 193.70 N/mm2

on the outer surfaceSig1qitot = Sig1qm + Sig1qb - Sig1b =-8.47+-202.16-0= -210.63 N/mm2

3) Total stresses at verification point p, section 2-2, on the inner surfaceSig2pitot = Sig2pm + Sig2pb + Sig2b =45.84+-141.64+0= -95.80 N/mm2

on the outer surfaceSig2pitot = Sig2pm - Sig2pb - Sig2b =45.84--141.64-0= 187.49 N/mm2

4) Total stresses at verification point q, section 2-2, on the inner surfaceSig2qitot = Sig2qm + Sig2qb + Sig2b =45.84+-202.16+0= -156.32 N/mm2

on the outer surfaceSig2qitot = Sig2qm - Sig2qb - Sig2b =45.84--202.16-0= 248.01 N/mm2

5) Total stresses at verification point p, section 3-3, on the inner surfaceSig3pitot = Sig3pm - Sig3pb =-25.63--128.78= 103.15 N/mm2

on the outer surfaceSig3potot = Sig3pm + Sig3pb =-25.63+-128.78= -154.41 N/mm2

6) Total stresses at verification point q, section 3-3, on the inner surfaceSig3qitot = Sig3qm - Sig3qb =-36.58--183.8= 147.23 N/mm2

on the outer surfaceSig3qotot = Sig3qm + Sig3qb =-36.58+-183.8= -220.38 N/mm2

The Total Stresses Obtained by Eqn.(16.12-46 to 57) Must Satisfy:a) Section 1-1Sig1pimax = fS * (3 - (Sig1pm / fB) ^ 2 / 1.5)=270*(3-(7.79/270)^2/1.5)= 809.85 N/mm2

Total Stress (Sect.1-1) Sig1pitot=149.44 <= Sig1pimax=809.85[N/mm2] (16.12-58)

18.4% OK

Total Stress (Sect.1-1) Sig1potot=-133.85 <= Sig1pimax=809.85[N/mm2] (16.12-59)

16.5% OK

Sig1qimax = fS * (3 - (Sig1qm / fB) ^ 2 / 1.5)=270*(3-(-8.47/270)^2/1.5)= 809.82 N/mm2

Total Stress (Sect.1-1) Sig1qitot=193.7 <= Sig1qimax=809.82[N/mm2] (16.12-60)

23.9% OK

Total Stress (Sect.1-1) Sig1qotot=-210.63 <= Sig1qimax=809.82[N/mm2] (16.12-61)

26.0% OK

b) Section 2-2Sig2pimax = fS * (3 - (Sig2pm / fB) ^ 2 / 1.5)=270*(3-(45.84/270)^2/1.5)= 804.81 N/mm2

Total Stress (Sect.2-2) Sig2pitot=-95.8 <= Sig2pimax=804.81[N/mm2] (16.12-62)

11.9% OK

Total Stress (Sect.2-2) Sig2potot=187.49 <= Sig2pimax=804.81[N/mm2] (16.12-63)

23.2% OK

Sig2qimax = fS * (3 - (Sig2qm / fB) ^ 2 / 1.5)=270*(3-(45.84/270)^2/1.5)= 804.81 N/mm2

Total Stress (Sect.2-2) Sig2qitot=-156.32 <= Sig2qimax=804.81[N/mm2] (16.12-64)

19.4% OK



Total Stress (Sect.2-2) Sig2qotot=248.01 <= Sig2qimax=804.81[N/mm2] (16.12-65)

30.8% OK

c) Section 3-3Sig3pimax = fS * (3 - (Sig3pm / fz) ^ 2 / 1.5)=270*(3-(-25.63/270)^2/1.5)= 808.38 N/mm2


12.7% OK


19.1% OK

Sig3qimax = fS * (3 - (Sig3qm / fz) ^ 2 / 1.5)=270*(3-(-36.58/270)^2/1.5)= 806.70 N/mm2


18.2% OK


27.3% OK

16.12.7 Verification of Skirt (Section 4-4)Note: Skirt is pierced and has the maximum weakening at z= 750mmAdditional Moment due to Displacement of Neutral AxisdM4 = eps * F4 =83.31*1.1741E06= 9,7817E07 NmmMembrane Stress(Sect.4-4)Sig4pm = (M4 + dM4) / W4 - F4 / A4=(1.867E05+9.7817E07)/2.3954E07-1.1741E06/35658.= -21.05 N/mm2

Sig4qm = - 1 * (M4 + dM4) / W4 - F4 / A4=-1*(1.867E05+9.7817E07)/2.3954E07-1.1741E06/35658.= -44.81 N/mm2

Membrane Stress(Sect.4-4) Sig4pm=21.05 <= fz=270[N/mm2] 7.7% OKMembrane Stress(Sect.4-4) Sig4qm=44.81 <= fz=270[N/mm2] 16.5% OKCompressive Stresses in Skirt at Section 4-4Sig4c = - F4 / A4 =-1.1741E06/35658.= -32.93 N/mm2

16.14.6 COMPRESSIVE STRESS LIMITSK = 1.21 * E * ea / (Sige * D) (16.14-15)=1.21*196996*4/(208*3004)= 1.5259alfa = 0.7 / Sqr( 0.1 + 0.005 * D / ea) (16.14-17)=0.7/Sqr(0.1+0.005*3004/4)= 0.3565delta = (1 - 0.4123 / (alfa * K) ^ 0.6) / S (16.14-19)=(1-0.4123/(0.3565*1.53)^0.6)/1.05= 0.3866Maximum Allowable Compressive StressSigcall = Sige * delta (16.14-20) =208*0.3866= 80.41 N/mm2

Compr.Stress Limits (4-4) Sig4c=32.93 <= Sigcall=80.413[N/mm2]

40.9% OK

Check of Skirt to Cylinder Weld Strengthez = (F4 / (PI * Dz) + 4 * M1 / (PI * Dz ^ 2)) / (Ewz * fz)=(1.1741E06/(3.14*3004)+4*1.5521E05/(3.14*3004^2))/(0.6*270)= 0.9032 mm

Skirt to Head Weld Thk. ez_weld=0.9032 <= ez=4[mm] 22.5% OK



SKIRT BASE DESIGNWsk = F4 / (PI * Dzb) =1.1741E06/(3.14*3004)= 124.41 N/mmMsk = 4 * M4 / (PI * Dzb ^ 2)=4*1.867E05/(3.14*3004^2)= 26.34 N/mmOuter radial width of bearing plate/base plateb2 = (dob - (Dzb + ez)) / 2 =(3200-(3004+4))/2= 96.00 mm

Skirt Base Ring Design (Henry H. Bednar chpt. 4.3)Foundation Bearing Pressurep = (Wsk + Msk) / b =(124.41+26.34)/1000= 0.1508 N/mm2

Foundation Bearing Pressure pb=0.1508 <= Fba=3[N/mm2] 5.0% OKMin. thk. of Base RingeRmin = Sqr( 3 * p * b2 ^ 2 / fc)=Sqr(3*0.1508*96^2/270)= 3.9290 mm

Min.Thk.of Base Ring eRmin=3.93 <= eR=6[mm] 65.4% OK »Geometry Check of Base Ring eR=6 >= 1.5 * ez=6« » OK«

Anchor Bolt Design (Henry H. Bednar chpt. 4.4)Bolt Circle Diameterd = Dzb + ez + 2 * b1 =3004+4+2*90= 3188.00 mmMaximum Tension in BoltsT = 4 * M4 / (PI * d ^ 2) - w / (PI * d )=4*1.867E05/(3.14*3188^2)-1.1741E06/(3.14*3188)= -93.84 N/mmMaximum force F on the bolt at a distance of d/2f = T * PI * d / n =-93.84*3.14*3188/10= -93987.47 NRequired Bolting AreaAr = (4 * M4 / d - w) / (n * Sb )=(4*1.867E05/3188-1.1741E06)/(10*187.5)= 0.00 mm2

Bolt Area Ar=0 <= Ae=561[mm2] 0.0% OK

Design of Anchor Bolt Chairs/Top Stiffener Ring »Check of Base Plate Width b2=96 >= 2*dbolt + 30mm=83.45« » OK«L = h - eD - eR =200-20-6= 174.00 mmMax. Bolt LoadP = Ae * Sb =561*187.5= 1,0519E05 Ndo = Sqr( Ae * 4 / PI) =Sqr(561*4/3.14)= 26.73 mmMin. Thickness of Top Plate on Chair tr(min)tr = Sqr( 3 * P * (t - 1.5 * do) / (2 * fc * (a - dt )))=Sqr(3*1.0519E05*(100-1.5*26.73)/(2*270*(150-34)))= 17.37 mm

Top ring/pl. thk. MAX(tr(min),1.5*ez)=17.37 <= tr(act.)=20[mm] 86.8% OKCompressive Stresses in Vertical Stiffeners on ChairGP = P / (2 * ep * (b2 - ep ))=1.0519E05/(2*12*(96-12))= 52.18 N/mm2Max. Allowable Compressive Stresses in Vertical StiffenersGPa = (17000 - 0.485 * (L / (0.289 * ep ))) / 145=(17000-0.485*(174/(0.289*12)))/145= 117.07 N/mm2

Vert.Stiff.Compr.Stresses GP=52.18 <= GPa=117.07[N/mm2] 44.5% OK



LOAD CASE NO: 2 - ERECTION

Summation of Total Loads for Load Case : ERECTIONFz (Force in Vertical Direction)= == -66.96 kNFx (Force in X-Direction)= == 38.77 kNFy (Force in Y-Direction)= == 0.00 kNFs=SQR(Fx^2 + Fy^2))(Tot.Force in Hor.Plane)= == 38.77 kNMoments at top of skirt at elevation of shell/skirt connection.Mx (Moment around the X-Axis)= == 0.00 kNmmMy (Moment around the Y-Axis)= == 2,8903E05 kNmmM1=SQR(Mx^2+My^2)(Moment in XY Plane)= == 2,8903E05 kNmmMt (Moment around the z-axis)= == 0.00 kNmmMoments at elevation at bottom of skirt.Mx4 (Moment around the X-Axis)= == -62.43 kNmmMy4 (Moment around the Y-Axis)= == 3,452E05 kNmmM4=SQR(Mx4^2+My4^2)(Moment in XY Plane)= == 3,452E05 kNmmFF (Weight of Content of Vessel)= == 0.00 kNdFg (Weight of Vessel Below Section 2-2)= (16.12-3) == 12.46 kN

16.12.6.1 Verification of Membrane StressesFzp = Fz + 4 * M1 / Dz (16.12-1) =-66964.84+4*2.8903E05/3004=3,179E05 NFzq = Fz - 4 * M1 / Dz (16.12-2) =-66964.84-4*2.8903E05/3004=-4,5183E05 NMembrane Stress(Sect.1-1)Sig1pm = (Fzp+dFg+FF)/(PI*DB*eB)+p*DB/(4*eB)=(3.179E05+12458.04+0)/(3.14*2997.3*2.7)+0*2997.3/(4*2.7)= 12.99 N/mm2

Sig1qm = (Fzq+dFg+FF)/(PI*DB*eB)+p*DB/(4*eB)=(-4.5183E05+12458.04+0)/(3.14*2997.3*2.7)+0*2997.3/(4*2.7)= -17.28 N/mm2


7.2% OK


9.6% OK

Membrane Stress(Sect.2-2)Sig2pm = Sig2qm=(FF+dFg)/(PI*DB*eB)+p*DB/(4*eB)=(0+12458.04)/(3.14*2997.3*2.7)+0*2997.3/(4*2.7)= 0.4900 N/mm2


0.2% OK

Membrane Stress(Sect.3-3)Sig3pm = Fzp / (PI * Dz * ez) =3.179E05/(3.14*3004*4)= 8.4213 N/mm2



4.6% OK


6.6% OK

16.12.6.2 Bending Stressesc) Structural Shape C - figure 16.12-3Total Bending Moments at Verification Points p and q:Mp = 0.5 * (Dz - DB) * Fzp=0.5*(3004-2997.3)*3.179E05= 1,065E06 Nmm

Mq = 0.5 * (Dz - DB) * Fzq=0.5*(3004-2997.3)*-4.5183E05= -1,5136E06 Nmm

Bending Stresses in sections 1-1 and 2-2Sig1pb = Sig2pb = 3 * Mp / (PI * DB * eB ^ 2) (16.12-39)=3*1.065E06/(3.14*2997.3*2.7^2)= 46.54 N/mm2Sig1qb = Sig2qb = 3 * Mq / (PI * DB * eB ^ 2) (16.12-40)=3*-1.5136E06/(3.14*2997.3*2.7^2)= -66.15 N/mm2



Bending Stresses in sections 3-3Sig3pb = 6 * Mp / (PI * Dz * ez ^ 2) (16.12-41)=6*1.065E06/(3.14*3004*4^2)= 42.32 N/mm2Sig3pb = 6 * Mq / (PI * Dz * ez ^ 2) (16.12-42)=6*-1.5136E06/(3.14*3004*4^2)= -60.14 N/mm2Bending Stresses Caused by Pressure are Ignored, e.g.:Sig1b = Sig1b (16.12-43) =0= 0.00 N/mm2

16.12.6.3 Total Stresses and Strength Conditions1) Total stresses at verification point p, section 1-1, on the inner surfaceSig1pitot = Sig1pm - Sig1pb + Sig1b =12.99-46.54+0= -33.55 N/mm2

on the outer surfaceSig1pitot = Sig1pm + Sig1pb - Sig1b =12.99+46.54-0= 59.54 N/mm2



3) Total stresses at verification point p, section 2-2, on the inner surfaceSig2pitot = Sig2pm + Sig2pb + Sig2b =0.49+46.54+0= 47.03 N/mm2

on the outer surfaceSig2pitot = Sig2pm - Sig2pb - Sig2b =0.49-46.54-0= -46.05 N/mm2



5) Total stresses at verification point p, section 3-3, on the inner surfaceSig3pitot = Sig3pm - Sig3pb =8.42-42.32= -33.90 N/mm2

on the outer surfaceSig3potot = Sig3pm + Sig3pb =8.42+42.32= 50.74 N/mm2



The Total Stresses Obtained by Eqn.(16.12-46 to 57) Must Satisfy:a) Section 1-1Sig1pimax = fS * (3 - (Sig1pm / fB) ^ 2 / 1.5)=180*(3-(12.99/180)^2/1.5)= 539.37 N/mm2


6.2% OK


11.0% OK

Sig1qimax = fS * (3 - (Sig1qm / fB) ^ 2 / 1.5)=180*(3-(-17.28/180)^2/1.5)= 538.89 N/mm2


9.0% OK


15.4% OK

b) Section 2-2Sig2pimax = fS * (3 - (Sig2pm / fB) ^ 2 / 1.5)=180*(3-(0.49/180)^2/1.5)= 540.00 N/mm2

Total Stress (Sect.2-2) Sig2pitot=47.03 <= Sig2pimax=540.[N/mm2] (16.12-62)

8.7% OK



Total Stress (Sect.2-2) Sig2potot=-46.05 <= Sig2pimax=540.[N/mm2] (16.12-63)

8.5% OK

Sig2qimax = fS * (3 - (Sig2qm / fB) ^ 2 / 1.5)=180*(3-(0.49/180)^2/1.5)= 540.00 N/mm2

Total Stress (Sect.2-2) Sig2qitot=-65.66 <= Sig2qimax=540.[N/mm2] (16.12-64)

12.1% OK

Total Stress (Sect.2-2) Sig2qotot=66.64 <= Sig2qimax=540.[N/mm2] (16.12-65)

12.3% OK

c) Section 3-3Sig3pimax = fS * (3 - (Sig3pm / fz) ^ 2 / 1.5)=180*(3-(8.42/180)^2/1.5)= 539.74 N/mm2


6.2% OK


9.4% OK

Sig3qimax = fS * (3 - (Sig3qm / fz) ^ 2 / 1.5)=180*(3-(-11.97/180)^2/1.5)= 539.47 N/mm2


8.9% OK


13.3% OK

16.12.7 Verification of Skirt (Section 4-4)Note: Skirt is pierced and has the maximum weakening at z= 750mmAdditional Moment due to Displacement of Neutral AxisdM4 = eps * F4 =83.31*66964.84= 5,5788E06 NmmMembrane Stress(Sect.4-4)Sig4pm = (M4 + dM4) / W4 - F4 / A4=(3.452E05+5.5788E06)/2.3954E07-66964.84/35658.= 12.77 N/mm2

Sig4qm = - 1 * (M4 + dM4) / W4 - F4 / A4=-1*(3.452E05+5.5788E06)/2.3954E07-66964.84/35658.= -16.52 N/mm2

Membrane Stress(Sect.4-4) Sig4pm=12.77 <= fz=180[N/mm2] 7.0% OKMembrane Stress(Sect.4-4) Sig4qm=16.52 <= fz=180[N/mm2] 9.1% OKCompressive Stresses in Skirt at Section 4-4Sig4c = - F4 / A4 =-66964.84/35658.= -1.878 N/mm2

16.14.6 COMPRESSIVE STRESS LIMITSK = 1.21 * E * ea / (Sige * D) (16.14-15)=1.21*196996*4/(208*3004)= 1.5259alfa = 0.7 / Sqr( 0.1 + 0.005 * D / ea) (16.14-17)=0.7/Sqr(0.1+0.005*3004/4)= 0.3565delta = (1 - 0.4123 / (alfa * K) ^ 0.6) / S (16.14-19)=(1-0.4123/(0.3565*1.53)^0.6)/1.5= 0.2706Maximum Allowable Compressive StressSigcall = Sige * delta (16.14-20) =208*0.2706= 56.29 N/mm2


3.3% OK



Check of Skirt to Cylinder Weld Strengthez = (F4 / (PI * Dz) + 4 * M1 / (PI * Dz ^ 2)) / (Ewz * fz)=(66964.84/(3.14*3004)+4*2.8903E05/(3.14*3004^2))/(0.6*180)= 0.4433 mm


SKIRT BASE DESIGNWsk = F4 / (PI * Dzb) =66964.84/(3.14*3004)= 7.0957 N/mmMsk = 4 * M4 / (PI * Dzb ^ 2)=4*3.452E05/(3.14*3004^2)= 48.71 N/mmOuter radial width of bearing plate/base plateb2 = (dob - (Dzb + ez)) / 2 =(3200-(3004+4))/2= 96.00 mm


Foundation Bearing Pressure pb=0.0558 <= Fba=3[N/mm2] 1.8% OKMin. thk. of Base RingeRmin = Sqr( 3 * p * b2 ^ 2 / fc)=Sqr(3*0.0558*96^2/180)= 2.9276 mm

Min.Thk.of Base Ring eRmin=2.93 <= eR=6[mm] 48.7% OK »Geometry Check of Base Ring eR=6 >= 1.5 * ez=6« » OK«

Anchor Bolt Design (Henry H. Bednar chpt. 4.4)Bolt Circle Diameterd = Dzb + ez + 2 * b1 =3004+4+2*90= 3188.00 mmMaximum Tension in BoltsT = 4 * M4 / (PI * d ^ 2) - w / (PI * d )=4*3.452E05/(3.14*3188^2)-66964.84/(3.14*3188)= 36.56 N/mmMaximum force F on the bolt at a distance of d/2f = T * PI * d / n =36.56*3.14*3188/10= 36615.56 NRequired Bolting AreaAr = (4 * M4 / d - w) / (n * Sb )=(4*3.452E05/3188-66964.84)/(10*119.25)= 307.05 mm2

Bolt Area Ar=307.05 <= Ae=561[mm2] 54.7% OK

Design of Anchor Bolt Chairs/Top Stiffener Ring »Check of Base Plate Width b2=96 >= 2*dbolt + 30mm=83.45« » OK«L = h - eD - eR =200-20-6= 174.00 mmMax. Bolt LoadP = Ae * Sb =561*119.25= 66899.25 Ndo = Sqr( Ae * 4 / PI) =Sqr(561*4/3.14)= 26.73 mmMin. Thickness of Top Plate on Chair tr(min)tr = Sqr( 3 * P * (t - 1.5 * do) / (2 * fc * (a - dt )))=Sqr(3*66899.25*(100-1.5*26.73)/(2*180*(150-34)))= 16.97 mm

Top ring/pl. thk. MAX(tr(min),1.5*ez)=16.97 <= tr(act.)=20[mm] 84.8% OKCompressive Stresses in Vertical Stiffeners on ChairGP = P / (2 * ep * (b2 - ep ))=66899.25/(2*12*(96-12))= 33.18 N/mm2Max. Allowable Compressive Stresses in Vertical StiffenersGPa = (17000 - 0.485 * (L / (0.289 * ep ))) / 145=(17000-0.485*(174/(0.289*12)))/145= 117.07 N/mm2




LOAD CASE NO: 3 - OPER.WIND

Summation of Total Loads for Load Case : OPER.WINDFz (Force in Vertical Direction)= == -1238.01 kNFx (Force in X-Direction)= == 43.89 kNFy (Force in Y-Direction)= == 0.00 kNFs=SQR(Fx^2 + Fy^2))(Tot.Force in Hor.Plane)= == 43.89 kNMoments at top of skirt at elevation of shell/skirt connection.Mx (Moment around the X-Axis)= == 0.00 kNmmMy (Moment around the Y-Axis)= == 3,0796E05 kNmmM1=SQR(Mx^2+My^2)(Moment in XY Plane)= == 3,0796E05 kNmmMt (Moment around the z-axis)= == 0.00 kNmmMoments at elevation at bottom of skirt.Mx4 (Moment around the X-Axis)= == -62.43 kNmmMy4 (Moment around the Y-Axis)= == 3,7129E05 kNmmM4=SQR(Mx4^2+My4^2)(Moment in XY Plane)= == 3,7129E05 kNmmFF (Weight of Content of Vessel)= == 1171.10 kNdFg (Weight of Vessel Below Section 2-2)= (16.12-3) == 12.46 kN

16.12.6.1 Verification of Membrane StressesFzp = Fz + 4 * M1 / Dz (16.12-1) =-1.238E06+4*3.0796E05/3004=-8,2795E05 NFzq = Fz - 4 * M1 / Dz (16.12-2) =-1.238E06-4*3.0796E05/3004=-1,6481E06 NMembrane Stress(Sect.1-1)Sig1pm = (Fzp+dFg+FF)/(PI*DB*eB)+p*DB/(4*eB)=(-8.2795E05+12458.04+1.1711E06)/(3.14*2997.3*2.7)+0.006*2997.3/(4*2.7)= 15.65 N/mm2

Sig1qm = (Fzq+dFg+FF)/(PI*DB*eB)+p*DB/(4*eB)=(-1.6481E06+12458.04+1.1711E06)/(3.14*2997.3*2.7)+0.006*2997.3/(4*2.7)= -16.61 N/mm2

Membrane Stress(Sect.1-1) ABS(Sig1pm)=15.65 <= fB=166.88[N/mm2]

9.3% OK

Membrane Stress(Sect.1-1) ABS(Sig1qm)=16.61 <= fB=166.88[N/mm2]

9.9% OK

Membrane Stress(Sect.2-2)Sig2pm = Sig2qm=(FF+dFg)/(PI*DB*eB)+p*DB/(4*eB)=(1.1711E06+12458.04)/(3.14*2997.3*2.7)+0.006*2997.3/(4*2.7)= 48.22 N/mm2


28.8% OK

Membrane Stress(Sect.3-3)Sig3pm = Fzp / (PI * Dz * ez)=-8.2795E05/(3.14*3004*4)= -21.93 N/mm2


Membrane Stress(Sect.3-3) ABS(Sig3pm)=21.93 <= fz=166.88[N/mm2]

13.1% OK

Membrane Stress(Sect.3-3) ABS(Sig3qm)=43.66 <= fz=166.88[N/mm2]

26.1% OK



16.12.6.2 Bending Stressesc) Structural Shape C - figure 16.12-3Total Bending Moments at Verification Points p and q:Mp = 0.5 * (Dz - DB) * Fzp=0.5*(3004-2997.3)*-8.2795E05= -2,7736E06 Nmm

Mq = 0.5 * (Dz - DB) * Fzq=0.5*(3004-2997.3)*-1.6481E06= -5,521E06 Nmm

Bending Stresses in sections 1-1 and 2-2Sig1pb = Sig2pb = 3 * Mp / (PI * DB * eB ^ 2) (16.12-39)=3*-2.7736E06/(3.14*2997.3*2.7^2)= -121.22 N/mm2Sig1qb = Sig2qb = 3 * Mq / (PI * DB * eB ^ 2) (16.12-40)=3*-5.521E06/(3.14*2997.3*2.7^2)= -241.30 N/mm2Bending Stresses in sections 3-3Sig3pb = 6 * Mp / (PI * Dz * ez ^ 2) (16.12-41)=6*-2.7736E06/(3.14*3004*4^2)= -110.21 N/mm2Sig3pb = 6 * Mq / (PI * Dz * ez ^ 2) (16.12-42)=6*-5.521E06/(3.14*3004*4^2)= -219.38 N/mm2Bending Stresses Caused by Pressure are Ignored, e.g.:Sig1b = Sig1b (16.12-43) =0= 0.00 N/mm2

16.12.6.3 Total Stresses and Strength Conditions1) Total stresses at verification point p, section 1-1, on the inner surfaceSig1pitot = Sig1pm - Sig1pb + Sig1b =15.65--121.22+0= 136.87 N/mm2

on the outer surfaceSig1pitot = Sig1pm + Sig1pb - Sig1b =15.65+-121.22-0= -105.57 N/mm2



3) Total stresses at verification point p, section 2-2, on the inner surfaceSig2pitot = Sig2pm + Sig2pb + Sig2b =48.22+-121.22+0= -73.00 N/mm2

on the outer surfaceSig2pitot = Sig2pm - Sig2pb - Sig2b =48.22--121.22-0= 169.44 N/mm2



5) Total stresses at verification point p, section 3-3, on the inner surfaceSig3pitot = Sig3pm - Sig3pb =-21.93--110.21= 88.28 N/mm2

on the outer surfaceSig3potot = Sig3pm + Sig3pb =-21.93+-110.21= -132.14 N/mm2





The Total Stresses Obtained by Eqn.(16.12-46 to 57) Must Satisfy:a) Section 1-1Sig1pimax = fS * (3 - (Sig1pm / fB) ^ 2 / 1.5)=166.88*(3-(15.65/166.88)^2/1.5)= 499.66 N/mm2


27.3% OK


21.1% OK

Sig1qimax = fS * (3 - (Sig1qm / fB) ^ 2 / 1.5)=166.88*(3-(-16.61/166.88)^2/1.5)= 499.54 N/mm2


44.9% OK


51.6% OK

b) Section 2-2Sig2pimax = fS * (3 - (Sig2pm / fB) ^ 2 / 1.5)=166.88*(3-(48.22/166.88)^2/1.5)= 491.35 N/mm2

Total Stress (Sect.2-2) Sig2pitot=-73. <= Sig2pimax=491.35[N/mm2] (16.12-62)

14.8% OK


34.4% OK

Sig2qimax = fS * (3 - (Sig2qm / fB) ^ 2 / 1.5)=166.88*(3-(48.22/166.88)^2/1.5)= 491.35 N/mm2


39.2% OK


58.9% OK

c) Section 3-3Sig3pimax = fS * (3 - (Sig3pm / fz) ^ 2 / 1.5)=166.88*(3-(-21.93/166.88)^2/1.5)= 498.72 N/mm2


17.7% OK


26.4% OK

Sig3qimax = fS * (3 - (Sig3qm / fz) ^ 2 / 1.5)=166.88*(3-(-43.66/166.88)^2/1.5)= 493.03 N/mm2


35.6% OK


53.3% OK



16.12.7 Verification of Skirt (Section 4-4)Note: Skirt is pierced and has the maximum weakening at z= 750mmAdditional Moment due to Displacement of Neutral AxisdM4 = eps * F4 =83.31*1.238E06= 1,0314E08 NmmMembrane Stress(Sect.4-4)Sig4pm = (M4 + dM4) / W4 - F4 / A4=(3.7129E05+1.0314E08)/2.3954E07-1.238E06/35658.= -14.91 N/mm2

Sig4qm = - 1 * (M4 + dM4) / W4 - F4 / A4=-1*(3.7129E05+1.0314E08)/2.3954E07-1.238E06/35658.= -54.53 N/mm2

Membrane Stress(Sect.4-4) Sig4pm=14.91 <= fz=166.88[N/mm2]

8.9% OK

Membrane Stress(Sect.4-4) Sig4qm=54.53 <= fz=166.88[N/mm2]

32.6% OK

Compressive Stresses in Skirt at Section 4-4Sig4c = - F4 / A4 =-1.238E06/35658.= -34.72 N/mm2

16.14.6 COMPRESSIVE STRESS LIMITSK = 1.21 * E * ea / (Sige * D) (16.14-15)=1.21*196996*4/(183.85*3004)= 1.7264alfa = 0.7 / Sqr( 0.1 + 0.005 * D / ea) (16.14-17)=0.7/Sqr(0.1+0.005*3004/4)= 0.3565delta = (1 - 0.4123 / (alfa * K) ^ 0.6) / S (16.14-19)=(1-0.4123/(0.3565*1.73)^0.6)/1.5= 0.2989Maximum Allowable Compressive StressSigcall = Sige * delta (16.14-20) =183.85*0.2989= 54.95 N/mm2


63.1% OK

Check of Skirt to Cylinder Weld Strengthez = (F4 / (PI * Dz) + 4 * M1 / (PI * Dz ^ 2)) / (Ewz * fz)=(1.238E06/(3.14*3004)+4*3.0796E05/(3.14*3004^2))/(0.6*166.88)= 1.7441 mm


SKIRT BASE DESIGNWsk = F4 / (PI * Dzb) =1.238E06/(3.14*3004)= 131.18 N/mmMsk = 4 * M4 / (PI * Dzb ^ 2)=4*3.7129E05/(3.14*3004^2)= 52.39 N/mmOuter radial width of bearing plate/base plateb2 = (dob - (Dzb + ez)) / 2 =(3200-(3004+4))/2= 96.00 mm


Foundation Bearing Pressure pb=0.1836 <= Fba=3[N/mm2] 6.1% OKMin. thk. of Base RingeRmin = Sqr( 3 * p * b2 ^ 2 / fc)=Sqr(3*0.1836*96^2/166.88)= 5.5148 mm

Min.Thk.of Base Ring eRmin=5.51 <= eR=6[mm] 91.9% OK



»Geometry Check of Base Ring eR=6 >= 1.5 * ez=6« » OK«

Anchor Bolt Design (Henry H. Bednar chpt. 4.4)Bolt Circle Diameterd = Dzb + ez + 2 * b1 =3004+4+2*90= 3188.00 mmMaximum Tension in BoltsT = 4 * M4 / (PI * d ^ 2) - w / (PI * d )=4*3.7129E05/(3.14*3188^2)-1.238E06/(3.14*3188)= -77.10 N/mmMaximum force F on the bolt at a distance of d/2f = T * PI * d / n =-77.1*3.14*3188/10= -77215.6 NRequired Bolting AreaAr = (4 * M4 / d - w) / (n * Sb )=(4*3.7129E05/3188-1.238E06)/(10*119.25)= 0.00 mm2

Bolt Area Ar=0 <= Ae=561[mm2] 0.0% OK

Design of Anchor Bolt Chairs/Top Stiffener Ring »Check of Base Plate Width b2=96 >= 2*dbolt + 30mm=83.45« » OK«L = h - eD - eR =200-20-6= 174.00 mmMax. Bolt LoadP = Ae * Sb =561*119.25= 66899.25 Ndo = Sqr( Ae * 4 / PI) =Sqr(561*4/3.14)= 26.73 mmMin. Thickness of Top Plate on Chair tr(min)tr = Sqr( 3 * P * (t - 1.5 * do) / (2 * fc * (a - dt )))=Sqr(3*66899.25*(100-1.5*26.73)/(2*166.88*(150-34)))= 17.62 mm

Top ring/pl. thk. MAX(tr(min),1.5*ez)=17.62 <= tr(act.)=20[mm] 88.1% OKCompressive Stresses in Vertical Stiffeners on ChairGP = P / (2 * ep * (b2 - ep ))=66899.25/(2*12*(96-12))= 33.18 N/mm2Max. Allowable Compressive Stresses in Vertical StiffenersGPa = (17000 - 0.485 * (L / (0.289 * ep ))) / 145=(17000-0.485*(174/(0.289*12)))/145= 117.07 N/mm2


CALCULATION SUMMARY

VESSEL DEFLECTION LOAD CASE NO: 1 - HYDROTEST »Max.deflection over 200mm length dallow=1 >= dactual=0.03[mm] «» OK«Between z1= 15692 and z2= 15891 in component:S1.2Deflection at top of vessel : 1.8 mm

VESSEL DEFLECTION LOAD CASE NO: 2 - ERECTION »Max.deflection over 200mm length dallow=1 >= dactual=0.0573[mm] «» OK«Between z1= 15702 and z2= 15901 in component:S1.2Deflection at top of vessel : 3.4 mm

VESSEL DEFLECTION LOAD CASE NO: 3 - OPER.WIND »Max.deflection over 200mm length dallow=1 >= dactual=0.0598[mm] «» OK«Between z1= 15692 and z2= 15891 in component:S1.2Deflection at top of vessel : 3.5 mm



LOAD CASE NO: 1 - HYDROTEST

16.12.6.1 Verification of Membrane Stresses


2.8% OK


3.1% OK


16.9% OK


9.4% OK


13.5% OK

16.12.6.2 Bending Stresses


18.4% OK


16.5% OK


23.9% OK


26.0% OK


11.9% OK


23.2% OK


19.4% OK


30.8% OK


12.7% OK


19.1% OK


18.2% OK


27.3% OK



16.12.7 Verification of Skirt (Section 4-4)

Membrane Stress(Sect.4-4) Sig4pm=21.05 <= fz=270[N/mm2] 7.7% OKMembrane Stress(Sect.4-4) Sig4qm=44.81 <= fz=270[N/mm2] 16.5% OKCompr.Stress Limits (4-4) Sig4c=32.93 <= Sigcall=80.413[N/mm2]

40.9% OK

Check of Skirt to Cylinder Weld Strength


SKIRT BASE DESIGNFoundation Bearing Pressure pb=0.1508 <= Fba=3[N/mm2] 5.0% OKMin.Thk.of Base Ring eRmin=3.93 <= eR=6[mm] 65.4% OKBolt Area Ar=0 <= Ae=561[mm2] 0.0% OKTop ring/pl. thk. MAX(tr(min),1.5*ez)=17.37 <= tr(act.)=20[mm] 86.8% OKVert.Stiff.Compr.Stresses GP=52.18 <= GPa=117.07[N/mm2] 44.5% OK

LOAD CASE NO: 2 - ERECTION



7.2% OK


9.6% OK


0.2% OK


4.6% OK


6.6% OK



6.2% OK


11.0% OK


9.0% OK


15.4% OK

Total Stress (Sect.2-2) Sig2pitot=47.03 <= Sig2pimax=540.[N/mm2] (16.12-62)

8.7% OK

Total Stress (Sect.2-2) Sig2potot=-46.05 <= Sig2pimax=540.[N/mm2] (16.12-63)

8.5% OK

Total Stress (Sect.2-2) Sig2qitot=-65.66 <= Sig2qimax=540.[N/mm2] (16.12-64)

12.1% OK

Total Stress (Sect.2-2) Sig2qotot=66.64 <= Sig2qimax=540.[N/mm2] (16.12-65)

12.3% OK




6.2% OK


9.4% OK


8.9% OK


13.3% OK


Membrane Stress(Sect.4-4) Sig4pm=12.77 <= fz=180[N/mm2] 7.0% OKMembrane Stress(Sect.4-4) Sig4qm=16.52 <= fz=180[N/mm2] 9.1% OKCompr.Stress Limits (4-4) Sig4c=1.88 <= Sigcall=56.289[N/mm2]

3.3% OK



SKIRT BASE DESIGNFoundation Bearing Pressure pb=0.0558 <= Fba=3[N/mm2] 1.8% OKMin.Thk.of Base Ring eRmin=2.93 <= eR=6[mm] 48.7% OKBolt Area Ar=307.05 <= Ae=561[mm2] 54.7% OKTop ring/pl. thk. MAX(tr(min),1.5*ez)=16.97 <= tr(act.)=20[mm] 84.8% OKVert.Stiff.Compr.Stresses GP=33.18 <= GPa=117.07[N/mm2] 28.3% OK

LOAD CASE NO: 3 - OPER.WIND



9.3% OK

Membrane Stress(Sect.1-1) ABS(Sig1qm)=16.61 <= fB=166.88[N/mm2]

9.9% OK


28.8% OK

Membrane Stress(Sect.3-3) ABS(Sig3pm)=21.93 <= fz=166.88[N/mm2]

13.1% OK

Membrane Stress(Sect.3-3) ABS(Sig3qm)=43.66 <= fz=166.88[N/mm2]

26.1% OK



27.3% OK


21.1% OK


44.9% OK




51.6% OK

Total Stress (Sect.2-2) Sig2pitot=-73. <= Sig2pimax=491.35[N/mm2] (16.12-62)

14.8% OK


34.4% OK


39.2% OK


58.9% OK


17.7% OK


26.4% OK


35.6% OK


53.3% OK


Membrane Stress(Sect.4-4) Sig4pm=14.91 <= fz=166.88[N/mm2]

8.9% OK

Membrane Stress(Sect.4-4) Sig4qm=54.53 <= fz=166.88[N/mm2]

32.6% OK


63.1% OK



SKIRT BASE DESIGNFoundation Bearing Pressure pb=0.1836 <= Fba=3[N/mm2] 6.1% OKMin.Thk.of Base Ring eRmin=5.51 <= eR=6[mm] 91.9% OKBolt Area Ar=0 <= Ae=561[mm2] 0.0% OKTop ring/pl. thk. MAX(tr(min),1.5*ez)=17.62 <= tr(act.)=20[mm] 88.1% OKVert.Stiff.Compr.Stresses GP=33.18 <= GPa=117.07[N/mm2] 28.3% OK

Volume:0 m3 Weight:813.2 kg (SG= 7.93 )



9 LA.1 Attachment Lug T17

GENERAL DESIGN DATA :CALCULATION TEMPERATURE.............................:Temp 55.00 °CLIQUID HEAD.........................................:LH 3500.00 mmDESIGN PRESSURE.....................................:P 0.0060 MPaINTERNAL CORROSION ALLOWANCE........................:c 0.00 mm

SHELL DATA :SHELL MATERIAL :EN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<=8mm 55'COUTSIDE DIAMETER OF SHELL...........................:De 3000.00 mmNOMINAL WALL THICKNESS (uncorroded).................:en 3.0000 mmLENGTH OF CYLINDRICAL PART OF SHELL.................:Lcyl 14500.00 mmDISTANCE FROM CENTRE OF LOAD TO MID-LENGTH OF SHELL.:d 55.00 mmGLOBAL BENDING MOMENT AT SADDLE.....................:Mi 166.88 kNmYIELD STRENGTH FOR SHELL MATERIAL at design temp....:Rets 229.81 N/mm2

DIMENSIONS OF LOADING AREA :TYPE OF LOADING AREA...:Rectangular or Square Loading AreaLONGITUDINAL LENGTH OF LUG/LOADED AREA..............:Llong 150.00 mmCIRCUMFERENTIAL LENGTH OF LUG/LOADED AREA...........:Lcirc 8.0000 mm

DATA FOR REINFORCEMENT PAD :SHAPE OF REINFORCEMENT PAD :Rectangular or Square Reinforcement PadMATERIAL IN REINFORCEMENT PAD :EN 10028-7:2007, 1.4301 X5CrNi18-10 plate and strip, HT:AT THK<= =8mm 55'CTHICKNESS OF THE REINFORCEMENT PAD..................:eap 4.0000 mmLONGITUDINAL LENGTH OF REINFORCEMENT PAD............:Llpad 231.00 mmCIRCUMFERENTIAL LENGTH OF REINFORCEMENT PAD.........:Lcpad 100.00 mmYIELD STRENGTH FOR PAD MATERIAL at design temp......:Retp 229.81 N/mm2

APPLIED LOADS :EXTERNAL RADIAL LOAD................................:Fr 0.00 kNEXTERNAL LONGITUDINAL MOMENT........................:Ml 0.4000 kNmEXTERNAL CIRCUMFERENTIAL MOMENT.....................:Mc 0.00 kNmEXTERNAL SHEAR FORCE IN CIRCUMFERENTIAL DIRECTION...:Fc 0.00 kNEXTERNAL SHEAR FORCE IN LONGITUDINAL DIRECTION......:Fl 2.0000 kN

LOAD CASE :Edge of Loaded Area in Shell AND Edge of Loaded Area in Pad

G.2.3.5.2 PRESSURE STRESS FORMULAE :

Circumferential membrane stresses due to pressure :fpm = p*D/(2*(ts+tp)) =0.042*3001/(2*7) = 9.0887 N/mm2

Longitudinal membrane stresses due to pressure :fpm = p*D/(4*(N/mm2)) =0.042*3001/(4*7) = 4.5444 N/mm2

9 LA.1 Attachment Lug T17 Umax= 99.64159% Page: 49

GPI-bv -Paques Vessel Tag No.: ABSR Tank SC312101-10 Visual Vessel Design by OhmTech Ver:12.0-01 Operator :JR Rev.:0 EN13445:2009 Issue 3 - SUMMATION OF MAXIMUM STRESS INTENSITY PD5500:ANNEX A/GLA.1 T17 09 May 2012 10:04 ConnID:S1.2

LOAD CASE :Edge of Loaded Area in Shell

MOMENTS AND FORCES APPLIED TO COMPONENT :EXTERNAL RADIAL LOAD................................:Fr 0.00 kNEXTERNAL LONGITUDINAL MOMENT........................:Ml 0.4000 kNmEXTERNAL CIRCUMFERENTIAL MOMENT.....................:Mc 0.00 kNmEXTERNAL TORSIONAL MOMENT...........................:Mt 0.00 kNmEXTERNAL SHEAR FORCE IN CIRCUMFERENTIAL DIRECTION...:Fc 0.00 kNEXTERNAL SHEAR FORCE IN LONGITUDINAL DIRECTION......:Fl 2.0000 kN

PART 1A Calculation of stresses :Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i o

CIRCUMFERENTIAL STRESSES :Membrane components No/t due to :1 Radial load..............: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.02 Circumferential moment...: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.03 Longitudinal moment......: -4.4 -4.4 4.4 4.4 4.4 4.4 -4.4 -4.44 Sub tot.due to local load: -4.4 -4.4 4.4 4.4 4.4 4.4 -4.4 -4.45 Pressure fp (G.2.3.5.2)..: 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.16 Sub total (membrane) fom.: 4.7 4.7 13.5 13.5 13.5 13.5 4.7 4.7

Bending components 6Mo/t^2 due to :7 Radial load..............: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.08 Circumferential moment...: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.09 Longitudinal moment......: 99.1 -99.1 -99.1 99.1 -99.1 99.1 99.1 -99.110 Sub total (bending) fob..: 99.1 -99.1 -99.1 99.1 -99.1 99.1 99.1 -99.111 TOTAL (row6+row10) fo....: 103.8 -94.5 -85.6 112.7 -85.6 112.7 103.8 -94.5

LONGITUDINAL STRESSES :Membrane components Nx/t due to12 Radial load..............: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.013 Circumferential moment...: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.014 Longitudinal moment......: -2.9 -2.9 2.9 2.9 2.9 2.9 -2.9 -2.915 Sub tot.due to local load: -2.9 -2.9 2.9 2.9 2.9 2.9 -2.9 -2.916 Pressure fp (G.2.3.5.2)..: 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.517 Sub total (membrane) fxm.: 1.7 1.7 7.4 7.4 7.4 7.4 1.7 1.7

Bending components 6Mx/t^2 due to :18 Radial load..............: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.019 Circumferential moment...: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.020 Longitudinal moment......: 95.9 -95.9 -95.9 95.9 -95.9 95.9 95.9 -95.921 Sub total (bending) fxb..: 95.9 -95.9 -95.9 95.9 -95.9 95.9 95.9 -95.922 TOTAL (row17+row21) fx...: 97.5 -94.2 -88.4 103.3 -88.4 103.3 97.5 -94.2

SHEAR STRESSES :23 Torsional moment.........: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.024 Circumfer. shear force...: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.025 Longitudinal shear force.: 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.026 TOTAL SHEAR STRESSES tau.: 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0


PART 2A Maximum stress intensity :



MAXIMUM TOTAL STRESS INTENSITY DUE TO THE SUM OF MEMBRANE AND BENDING STRESSES:Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i oX=(fo-fx)^2+4tau^227 f1=(fo+fx+SQR(X))/2......: 104.0 -93.4 -85.3 112.8 -85.3 112.8 104.0 -93.428 f2=(fo+fx-SQR(X))/2......: 97.4 -95.3 -88.7 103.2 -88.7 103.2 97.4 -95.329 f1 - f2..................: 6.6 1.9 3.4 9.6 3.4 9.6 6.6 1.9

Max.stress intensity (max.absolute value in row27,28 & 29)= 112.76 N/mm2Allowable maximum stress intensity A.3.3.1 or 2 = 2.0*fs = 333.76 N/mm2

TOTAL COMPRESSIVE STRESS INTENSITY :Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i o30 row4+row10 if row4 compr.: 94.7 -103.6 0.0 0.0 0.0 0.0 94.7 -103.631 row15+row21 if row15 comp: 93.0 -98.7 0.0 0.0 0.0 0.0 93.0 -98.7

Max.compressive stress intensity in row 30 & 31 = -103.57 N/mm2Allow. max. stress intensity A.3.3.3 = 0.9*yield strength = -206.83 N/mm2

MAXIMUM STRESS INTENSITY DUE TO MEMBRANE STRESSES :Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i oX=(fom-fxm)^2+4tau^232 fm1 = (fom+fxm+SQR(X)/2..: 4.9 4.9 13.7 13.7 13.7 13.7 4.9 4.933 fm2 = (fom+fxm-SQR(X)/2..: 1.4 1.4 7.3 7.3 7.3 7.3 1.4 1.434 fm1 - fm2................: 3.6 3.6 6.4 6.4 6.4 6.4 3.6 3.6

Max.stress intensity (max.absolute value in row32,33 & 34)= 13.66 N/mm2Allowable maximum stress intensity A.3.3.1 = 1.2*fs = 200.26 N/mm2

LOAD CASE :Edge of Loaded Area in Pad


PART 1B Calculation of stresses :Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i o









PART 2B Maximum stress intensity :

MAXIMUM TOTAL STRESS INTENSITY DUE TO THE SUM OF MEMBRANE AND BENDING STRESSES:Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i oX=(fo-fx)^2+4tau^227 f1=(fo+fx+SQR(X))/2......: 137.0 -125.7 -118.3 145.8 -118.3 145.8 137.0 -125.728 f2=(fo+fx-SQR(X))/2......: 129.3 -128 -121 135 -121 135 129 -12829 f1 - f2..................: 7.6 2.4 2.6 10.7 2.6 10.7 7.6 2.4








LOAD CASE :Edge of Pad in Shell


PART 1C Calculation of stresses :Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i o

CIRCUMFERENTIAL STRESSES :Membrane components No/t due to :1 Radial load..............: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.02 Circumferential moment...: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.03 Longitudinal moment......: -49.3 -49.3 49.3 49.3 49.3 49.3 -49.3 -49.34 Sub tot.due to local load: -49.3 -49.3 49.3 49.3 49.3 49.3 -49.3 -49.35 Pressure fp (G.2.3.5.2)..: 21.2 21.2 21.2 21.2 21.2 21.2 21.2 21.26 Sub total (membrane) fom.: -28.1 -28.1 70.5 70.5 70.5 70.5 -28.1 -28.1


LONGITUDINAL STRESSES :Membrane components Nx/t due to12 Radial load..............: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.013 Circumferential moment...: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.014 Longitudinal moment......: -21.6 -21.6 21.6 21.6 21.6 21.6 -21.6 -21.615 Sub tot.due to local load: -21.6 -21.6 21.6 21.6 21.6 21.6 -21.6 -21.616 Pressure fp (G.2.3.5.2)..: 10.6 10.6 10.6 10.6 10.6 10.6 10.6 10.617 Sub total (membrane) fxm.: -11.0 -11.0 32.2 32.2 32.2 32.2 -11.0 -11.0






PART 2C Maximum stress intensity :


Max.stress intensity (max.absolute value in row27,28 & 29)= 227.30 N/mm2Allowable maximum stress intensity A.3.3.1 or 2 = 2.0*fp = 333.76 N/mm2



MAXIMUM STRESS INTENSITY DUE TO MEMBRANE STRESSES :Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i oX=(fom-fxm)^2+4tau^232 fm1 = (fom+fxm+SQR(X)/2..: -10.9 -10.9 70.5 70.5 70.5 70.5 -10.9 -10.933 fm2 = (fom+fxm-SQR(X)/2..: -28.2 -28.2 32.2 32.2 32.2 32.2 -28.2 -28.234 fm1 - fm2................: 17.3 17.3 38.4 38.4 38.4 38.4 17.3 17.3

Max.stress intensity (max.absolute value in row32,33 & 34)= 70.53 N/mm2Allowable maximum stress intensity A.3.3.1 = 1.2*fp = 200.26 N/mm2



GPI-bv -Paques Vessel Tag No.: ABSR Tank SC312101-10 Visual Vessel Design by OhmTech Ver:12.0-01 Operator :JR Rev.:0 EN13445:2009 Issue 3 - SUMMARY OF MAXIMUM TOTAL STRESS INTENSITY ANNEX A/GLA.1 T17 09 May 2012 10:04 ConnID:S1.2

SUMMARY OF MAXIMUM TOTAL STRESS INTENSITY :

Notation :M=membrane stress, B=bending stress, C=compressive stress andN/A Not Applicable

Stress Location M+B Allow. M Allow. C Allow.Edge of Loaded Area in Shell 112.76 333.76 13.66 200.26 -103.57 -206.83Edge of Loaded Area in Pad 145.80 333.76 13.66 200.26 -136.62 -206.83Edge of Pad in Shell 227.30 333.76 70.53 200.26 -206.09 -206.83

Deflection Data---Parameter Description--- ---Ml--- ---Ml--- ---Ml--- ---Ml---Half Length C1 (mm) ......= 10 49.09 10 49.09Ratio C1/r ...............= 0 0 0 0Ratio Le/r ...............= 9.661 9.66 9.663 9.663Load W (kN) ..............= 4 2.597 -4 -2.597Delta*E*r/W (G.2.2-18&19) = 1320839.2 1253235.2 1320944.2 1253395.1Correction Factors(ref.46)= 1 1 1 1Deflection dz (mm) .......= 17.6053 10.8469 -17.6067 -10.8483































MAXIMUM STRESS INTENSITY DUE TO MEMBRANE STRESSES :Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i oX=(fom-fxm)^2+4tau^232 fm1 = (fom+fxm+SQR(X)/2..: 3.4 3.4 17.0 17.0 17.0 17.0 3.4 3.433 fm2 = (fom+fxm-SQR(X)/2..: -0.6 -0.6 9.4 9.4 9.4 9.4 -0.6 -0.634 fm1 - fm2................: 3.9 3.9 7.6 7.6 7.6 7.6 3.9 3.9


















TOTAL COMPRESSIVE STRESS INTENSITY :Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i o30 row4+row10 if row4 compr.: 191.5 -205.5 0.0 0.0 0.0 0.0 191.5 -205.531 row15+row21 if row15 comp: 186.3 -196 0 0 0 0 186 -196


MAXIMUM STRESS INTENSITY DUE TO MEMBRANE STRESSES :Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i oX=(fom-fxm)^2+4tau^232 fm1 = (fom+fxm+SQR(X)/2..: 3.4 3.4 17.0 17.0 17.0 17.0 3.4 3.433 fm2 = (fom+fxm-SQR(X)/2..: -0.6 -0.6 9.4 9.4 9.4 9.4 -0.6 -0.634 fm1 - fm2................: 3.9 3.9 7.6 7.6 7.6 7.6 3.9 3.9


























Deflection Data---Parameter Description--- ---Ml--- ---Ml--- ---Ml--- ---Ml---Half Length C1 (mm) ......= 10.8 117.23 10.8 117.23Ratio C1/r ...............= 0 0.1 0 0.1Ratio Le/r ...............= 9.658 9.656 9.66 9.66Load W (kN) ..............= 8.571 5 -8.571 -5Delta*E*r/W (G.2.2-18&19) = 1320236.6 1136158.5 1320370.3 1136380.7Correction Factors(ref.46)= 1 1 1 1Deflection dz (mm) .......= 37.6959 18.9234 -37.6997 -18.9271



















Bending components 6Mo/t^2 due to :7 Radial load..............: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.08 Circumferential moment...: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.09 Longitudinal moment......: 196.0 -196 -196 196 -196 196 196 -19610 Sub total (bending) fob..: 196.0 -196 -196 196 -196 196 196 -19611 TOTAL (row6+row10) fo....: 205.4 -186.6 -172.0 220.0 -172.0 220.0 205.4 -186.6








MAXIMUM TOTAL STRESS INTENSITY DUE TO THE SUM OF MEMBRANE AND BENDING STRESSES:Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i oX=(fo-fx)^2+4tau^227 f1=(fo+fx+SQR(X))/2......: 205.5 -185 -172 220 -172 220 206 -18528 f2=(fo+fx-SQR(X))/2......: 192.4 -187.4 -176.1 202.5 -176.1 202.5 192.4 -187.429 f1 - f2..................: 13.1 2.4 4.4 17.7 4.4 17.7 13.1 2.4


















MAXIMUM TOTAL STRESS INTENSITY DUE TO THE SUM OF MEMBRANE AND BENDING STRESSES:Quadrant: Q1 Q2 Q3 Q4Surface : (i=inside o=outside) i o i o i o i oX=(fo-fx)^2+4tau^227 f1=(fo+fx+SQR(X))/2......: 205.5 -185 -172 220 -172 220 206 -18528 f2=(fo+fx-SQR(X))/2......: 192.4 -187.4 -176.1 202.5 -176.1 202.5 192.4 -187.429 f1 - f2..................: 13.1 2.4 4.4 17.7 4.4 17.7 13.1 2.4
































Deflection Data---Parameter Description--- ---Ml--- ---Ml--- ---Ml--- ---Ml---Half Length C1 (mm) ......= 10 49.76 10 49.76Ratio C1/r ...............= 0 0 0 0Ratio Le/r ...............= 9.665 9.663 9.667 9.666Load W (kN) ..............= 5 2.679 -5 -2.679Delta*E*r/W (G.2.2-18&19) = 1320028.9 1251262.6 1320133.9 1251456.3Correction Factors(ref.46)= 1 1 1 1Deflection dz (mm) .......= 22.0005 11.172 -22.0022 -11.1737








LOAD CASE :Edge of Loaded Area


Circumferential membrane stresses due to pressure :fpm = p*D/(2*(ts)) =0.16*2996/(2*4) = 59.96 N/mm2

























Stress Location M+B Allow. M Allow. C Allow.Edge of Loaded Area 266.23 333.76 83.31 200.26 -206.26 -206.83

Deflection Data---Parameter Description--- ---Ml--- ---Ml---Half Length C1 (mm) ......= 15.1 15.1Ratio C1/r ...............= 0 0Ratio Le/r ...............= 0.925 0.985Load W (kN) ..............= 2.961 -2.961Delta*E*r/W (G.2.2-18&19) = 104647.8 118346.9Correction Factors(ref.46)= 1 1Deflection dz (mm) .......= 1.0341 -1.1695













































































Deflection Data---Parameter Description--- ---Ml--- ---Ml--- ---Ml--- ---Ml---Half Length C1 (mm) ......= 10.95 49.76 10.95 49.76Ratio C1/r ...............= 0 0 0 0Ratio Le/r ...............= 9.663 9.661 9.667 9.667Load W (kN) ..............= 4.167 2.679 -4.167 -2.679Delta*E*r/W (G.2.2-18&19) = 1318300.1 1251188.5 1318482.2 1251468.4Correction Factors(ref.46)= 1 1 1 1Deflection dz (mm) .......= 18.3097 11.1713 -18.3123 -11.1738



Documents

SC312101-10 Rev0 (EN14015) - Brummenruimtelijkeplannen.brummen.nl/ro/ro/NL.IMRO.0213.OMGBPBG700020-/… · NEN EN-14015 Specification for the design and manufacturing of site built,