Lifting Lug Calculation on Dish End
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Transcript of Lifting Lug Calculation on Dish End
INDEX
SR. NO. DESCRIPTION REVISION PAGE NOS.
i CALCULATION COVER SHEET A B C D 0 1
ii LIST OF FABRICATION DRGS. WITH RIVISION STATUS A - - -
iii INDEX A B C - -
iv INDEX (CONTINUE) A B C D -
v INDEX (CONTINUE) A B - - C D
INNER VESSEL STRENGTH CALCULATIONS A - - - -
PART A : ASME CODE CALCULATIONS. A - - - -
1.0 DESIGN DATA A - - - - 1
1.1 MATERIAL OF CONSTRUCTION A - - - - 1
1.2 VESSEL DATA A - - - - 1
1.3 OTHER LOADING AS PER UG 22 A - - - - 1
2.0 EVALUATION OF MATERIAL OF CONSTRUCTION A - - - - 2
3.0 EVALUATION FOR RADIOGRAPHY REQUIREMENTS A - - - - 3
3.1 CODE REQUIREMENT FOR RADIOGRAPHY A - - - - 3
3.2 CUSTOMER REQUIREMENT FOR RADIOGRAPHY A - - - - 3
4.0 JOINT EFFI. FOR VARIOUS CATAGORY OF WELDS A - - - - 4
4.1 JOINT EFFICIENCY FOR SHELL A - - - - 4
4.2 JOINT EFFICIENCY OF HEAD A - - - - 4
5.0 EVALUATION OF DESIGN PRESSURE A - - - - 5
6.0 THICKNESS CALCULATION FOR SHELL CYLINDER A B - - - 6
INDEXSR. NO. DESCRIPTION PAGE NOS.
7.0 THICKNESS CALCULATIONS FOR DISHED ENDS A - - 7
7.1 THICKNESS CALCULATIONS FOR TOP D'END A - - 7
7.1.1 THICKNESS CALCULATION FOR A - - 7
HEMISPHERICAL HEAD
7.1.2 THICKNESS CALCULATIONS FOR TOP D'ENDA B - 8
(2:1) ELLIPSOIDAL HEAD
7.2 THICKNESS CALCULATIONS FOR BOTTOM D'END A - - 9
HEMISPHERICAL HEAD A - - 9
7.2.2 THICKNESS CALCULATIONS FOR BOTOM D'ENDA B - 10
(2:1) ELLIPSOIDAL HEAD
8.0 NOZZLE STUB THICKNESS CALCULATIONS A B C 11
8.1 NOZZLE NECK COMPLIANCE WITH UW-13(h) A
SKETCH FOR NOZZLE ORIENTATION A - - 13
9.0 REINFORCEMENT CALCULATIONS FOR NOZZLES A B - 14
9.1 STRENGTH OF REINFORCEMENTS A - - 159.2 A - - 16
10.0 FILLET SIZE CALCULATIONS FOR NOZZLES A B - 17
11.0 EVALUATION FOR INSPECTION OPENINGS A - - 18
12.0 EVALUA. FOR POST WELD HEAT TREATMENT A - - 19
12.1 EVALUA. FOR POST WELD HEAT TREATMENTA - - 19
DUE TO STRAINING
13.1 AS PER UHA 51 & APPENDIX - JJ A - - 20
13.2 CUSTOMER REQUIREMENT FOR IMPACT TEST A - - 24
13.3 AS PER CODE CASE 2596 A - - 24
14.0EVALUATION FOR COLD STRETH PRESSURE
A - - 25(AS PER CODE CASE 2596)
REINFORCEMENT CALCULATIONS FOR NOZZLES ( AS PER UG-37 OF ASME SEC VIII DIV 1)
INDEXSR. NO. DESCRIPTION PAGE NOS.
PART B SUPPLIMENTARY CALCULATIONS
B1 DETERMINATION OF TRY COCK HEIGHT A - - 26
B2 WEIGHT CALCULATIONS FOR INNER VESSEL A - - 27
B3 SEISMIC LOAD CALCULATIONS A - - 28
B3.1 CHECK FOR SHELL THICKNESS FOR LONGITUDINAL -
STRESSES -
B4 DESIGN OF SKIRT FOR INNER VESSEL A - - 29
B5 DESIGN OF INNER VESSEL STRAP SUPPORT PAD -
B5.1 CALCULATION FOR SIZE OF TWISTED FLAT -
PART C
C1 DESIGN SUMMARY A B - 30
LIST OF ABBREVIATIONS
BOT. : Bottom
CG : Centre of Gravity
CIRC. : Circumferencial
COMP. : Compressive
D'END : Dished End
DEG. : Degree
DIA. : Diametre
DIV. : Division
DRG. : Drawing
DRGS. : Drawings
EFF. : Efficiency
FIG. : Figure
HT. : Height
I.D. : Inside diameter
I.V. : Inner Vessel
LAR : Liquid Argon
LIN : Liquid Nitrogen
LOX : Liquid Oxygen
LIQ. : Liquid
LONG. : Longitudional
MAX. : Maximum
MIN. : Minimum
M.O.C. : Material Of Construction
NOM. : Nominal
NOZ. : Nozzle
O.D. : Outside Diameter
REQD. : Required
REV : Revision
RF : Reinforcement
S.F. : Straight Face
SP. : Specific
SR.NO. : Serial Number
Supp. Calc. : Supplimentary Calculation
T.L. : Tangent Line
THK. : Thickness
VOL. : Volume
W.L. : Weld Line
WT. : Weight
1.0 DESIGN DATA :
1.1 MATERIAL OF CONSTRUCTION:SHELL SA 240M TYP 304LDISHED HEAD SA 240M TYP 304LNOZZLE STUB SA 182M F304L / SA 479M TYP 304LREINFORCEMENT PAD SA 240M TYP 304L
1.2 DATA FOR VESSEL
FLUID STOREDTYPE OF D'END 2 : 1 ELLIPSOIDALDESIGN CODE: ASME SECVIII,DIV 1,ED 2007,ADD2009
(CODE CASE 2596) - COLD STRETCH
SR. NO. DESCRIPTION SYMBOL UNIT VALUE
1 Po kg/cm2 (g) 12.25* 1A Po MPa (g) 1.201
2 EXTERNAL VACUUM Pe kg/cm2 (g) 1.0552A EXTERNAL VACUUM Pe MPa (g) 0.1033 INSIDE DIAMETER Di mm 41004 POSITIVE TOLERANCE ON INSIDE DIAMETER c1 mm 05 W.L. TO W.L. LENGTH Ls mm 210006 S. F. OF DISHED ENDS S.F. mm 507 SP. GRAVITY OF VESSEL MATERIAL - 88 SP. GRAVITY OF LIN - 0.8099 MAX. SP. GRAVITY OF FLUID STORED r - 0.809
10 DESIGN TEMPERATURE MDMT deg C -196
10AMax. deg C + 40Min. deg C + 10
11 RADIOGRAPHY FOR L-SEAM OF SHELL, DISH END AND ALL T-JOINTS 100%12 RADIOGRAPHY FOR EACH CIRC. JOINT 100%13 CORROSION ALLOWANCE c mm 014 HEAT TREATMENT NIL
1.3 OTHER LOADING AS PER UG 22
SR. NO. DESCRIPTION APPLICABILITY
1 WEIGHT OF CONTENT & STATIC HEAD APPLICABLE2 SUPER IMPOSED EQUIPMENT NOT APPLICABLE3 ATTACHMENT OF INTERNALS NOT APPLICABLE4 VESSEL SUPPORT APPLICABLE5 CYCLIC & DYNAMIC REACTIONS NOT APPLICABLE6 MECHANICAL LOADING NOT APPLICABLE7 WIND LOAD NOT APPLICABLE8 SEISMIC LOAD APPLICABLE9 IMPACT REACTIONS (DUE TO FLUID SHOCK) NOT APPLICABLE
10 TEMPERATURE GRADIENT AND DIFFERNTIAL NOT APPLICABLEEXPANSION
11 ABNORMAL PRESSURE (CAUSED BY NOT APPLICABLEDEFLAGRATION)
12 TEST PRESSURE AND COINCIDENT STATIC HEAD APPLICABLEACTING DURING THE TEST.
* CONVERSION AS PER APPENDIX GG1 Mpa = 1 N/mm21 lbm = 0.453592 kg1 lbf = 4.448222 N1 kg = 4.448222 / 0.453524 = 9.80665 N
Hence, 1 kg/mm2 = 9.80665 N/mm21 kg/cm2 = 0.0980 N/mm21 kg/cm2 = 0.0980 Mpa
LIQUID N2
MAXIMUM ALLOWABLE WORKING PRESSURE (FOR DESIGN)
r s
rN
COLD STRETCH TEST TEMPERATURE
2.0 EVALUATION OF M.O.C
COMPONENT SPECIFICATION WHETHER P - NO. GROUPPERMITTED BY NO.ASME SEC. II D AND SEC VIII -1
SHELL / RF. PAD SA 240M TYP 304L YES (82/38)# 8 1
DISH SA 240M TYP 304L YES (82/38)# 8 1
NOZZLE STUB SA 182M F304L/ YES (82/34)# / 8 / 1/SA479M TYP 304L YES (86/9)# 8 1
INNER PIPES SA 312M TYP 304 YES (90/15)# 8 1SEAMLESS
INNER PIPE SUPPORTS SA 240M TYP 304L / YES (82/38)# / 8 / 1 /SA479M TYP 304L YES (90/35)# 8 1
SUPPORTS SA 240M TYP 304L YES (82/38)# 8 1
# INDICATES REF. PAGE NO. & LINE NO. OF ASME SEC II PART D
COMPONENT SPECIFICATION ALLOWABLE STRESS AT DESIGN AT TEST
TEMPERATURE TEMPERATURE
S (MPa) Sa (MPa)Sa / S
SHELL / RF. PAD SA 240M TYP 304L 247 @ 247 @ 1
AS PER CODE CASE 2596DISH SA 240M TYP 304L 247 @ 247 @ 1
AS PER CODE CASE 2596NOZZLE STUB SA 182M F304L / 115 115 1
SA 479M TYP 304L
LOWEST VALUE OF Sa / S = 1@' AS PER CODE CASE 2596
NOTE :CAUTIONARY NOTES ARE CONSIDERED AND NONE ARE APPLICABLE.
3.0 EVALUATION FOR RADIOGRAPHY REQUIREMENTS :3.1 CODE REQUIREMENT FOR REDIOGRAPHY (UW-11) :
CLAUSE REQUIREMENT APPLICABILITYREF.
UW11(a)1 ALL BUTT WELDS IN THE SHELL/HEADS TO CONTAIN NOT APPLICABLE
LETHAL SUBSTANCES2 ALL BUTT WELDS WITH t > 1.5" NOT APPLICABLE3 ALL BUTT WELDS IN SHELL AND HEADS OF UNFIRED NOT APPLICABLE
STEAM BOILERS4 ALL BUTT WELDS IN NOZZLES, COMMUNICATING CHAMBERS, NOT APPLICABLE
ETC. ATTACHED TO VESSEL SECTIONS OR HEADS THAT AREREQUIRED TO BE FULLY RADIOGRAPHED UNDER (1) OR (3)ABOVE.
5 ALL CATEGORY A AND D BUTT WELDS IN VESSEL SECTIONS APPLICABLEAND HEADS WHERE THE DESIGN OF THE JOINT OR PART IS BASED ON A JOINT EFFICIENCY PERMITTED BY UW - 12(a)
REQUIREMENTS :
1 CATEGORY 'A' & CATEGORY 'B'
2 CATEGORY 'A' WELDS TO BE FULLY RADIOGRAPHED.3 CATEGORY 'D' WELDS NONE ( AS NONE ARE BUTT WELDS)4 CATEGORY 'B' & CATEGORY 'C'
3.2 CUSTOMER REQUIREMENT FOR RADIOGRAPHY :
NOT SPECIFIED
CONCLUSION :- 1) ALL CATEGORY 'A' WELDS : FULLY RADIOGRAPHED.(LONG SEAM ON SHELL & DISH END
2) ALL CATEGORY 'B' WELDS : FULLY RADIOGRAPHED.(CIRC. SEAM ON SHELL)
3) ALL CATEGORY 'A' WELDS TYPE NO. (1) 4) ALL CATEGORY 'B' WELDS TYPE NO. (1) EXCEPT WELDING OF TOP DISH END AS PER TO SHELL
5)CATEGORY 'B' WELD TYPE NO. (2) UW -12 FOR WELDING OF TOP DISH ENDTO SHELL
CATEGORY'A':- TYPE NO. (1), CATEGORY'B':- TYPE NO. (1) OR TYPE NO. (2). AS PER TABLE UW - 12.
INTERSECTING BUTT WELD JOINTS SHALL BE FULL RADIOGRAPHED (CODE CASE 2596 CL. 5.1 (b)).
4.0 JOINT EFFICIENCY FOR VARIOUS CATEGORY OF WELDS.
4.1 JOINT EFFICIENCY FOR SHELL & DISH WITH CHORDAL SEAM AS PER UW 12 :
DESCRIPTION CATAGORY OF JOINT TYPE NO. DEG. OF JOINT EFFICIENCYRADIO-
GRAPHYSHELL :(a) LONG. SEAM CATEGORY A TYPE (1) FULL 1
(b) CIRC. SEAM CATEGORY B TYPE (1) FULL 1
(c) CIRC. SEAM BETWEEN CATEGORY B TYPE (2) FULL 0.9TOP DISH END AND SHELL WITH BACKING STRIP
DISH:(a) CHORDAL SEAM ** CATEGORY A TYPE (1) FULL 1
4.2 DESIGN EFFICIENCY OF SEAMLESS HEAD AS PER UW 12(a) & UW 12(d)
CASE ( 1 ) HEAD WITH FULLY RADIOGRAPHED CHORDAL SEAM :
( i ) HEAD TO SHELL JOINT : TYPE (1) FOR BOTTOM DISHED HEAD
TYPE (2) FOR TOP DISHED HEAD.
( ii ) HEAD TO SHELL JOINT : FULL RADIOGRAPHED TO UW 51.
HENCE, PER UW 12 (d) DESIGN EFFICIENCY FOR SEAMLESS HEAD IS 1.
** WHEN APPLICABLE
5.0 EVALUATION OF DESIGN PRESSURE (UG 21 & UG 22)
MAWP TO BE MARKED ON VESSEL NAME PLATE Po MPa (g) 1.201kPa (g) 1201
VACUUM CORRECTION Pe MPa (g) 0.103DESIGN PRESSURE (CORRECTED FOR VACUUM) Po + Pe MPa (g) 1.304TOTAL LIQUID HEAD (TRY COCK HEIGHT ) REFER CLAUSE B1 HL ** mm 21685INSIDE DIAMETER Di mm 4100S. F. OF DISHED ENDS S.F. mm 50W.L. TO W.L. LENGTH Ls mm 21000POSITIVE TOLARANCE ON LENGTH TL mm 10
CACULATION FOR STATIC HEAD (SH) :
SYMBOL DESCRIPTION FORMULA UNIT VALUEhi INSIDE DEPTH OF HEAD Di/4 mm 1025.0Ls W.L. TO W.L. LENGTH mm 21000
S.F. S. F. OF DISHED ENDS mm 50H TOTAL INSIDE HEIGHT OF I.V. Ls+2*hi+2*S.F+ TL mm 23160
= 21000 + 2 * 1025 +2*50 +10
STATIC HEAD (SH) IN MPa = 0.809
= 23160 * 0.809 *9.81 /1000000 g = 9.81= 0.1838 Mpa(g) (AS PER CLAUSE NO. 1.2)
(PAGE 1)NOTE: FOR CALCULATION OF DESIGN PRESSURE, THE MAXIMUM VALUE OF PRESSURE
AT BOTTOM OF THE TANK IS CONSIDERED
DESIGN PRESSURE
P= Po + Pe + SH = = 1.3039 + 0.18391.488 MPa (g)
H in mm * r * g/ 106 WHERE r =
m/s2
** STATIC HEAD HAS BEEN CONSIDERED FOR VESSEL FULL OF LIQUID, EVEN THOUGH PROCESS INSTRUMENT LIMIT HIGH LIQUID LEVEL TO TRY COCK HEIGHT.
6.0 THICKNESS CALCULATION FOR SHELL CYLINDER
(UG 27 (c) ASME SEC. VIII DIV.1)SYMBOL DESCRIPTION UNIT VALUE
P DESIGN PRESSURE MPa (g) 1.488Di INSIDE DIAMETER OF VESSEL mm 4100c1 POSITIVE TOLERANCE ON INSIDE DIAMETER mm 0S ALLOWABLE STRESS FOR SHELL MATERIAL MPa 247E JOINT EFFICIENCY FOR LONG. SEAM * 1.00Ec MIN. JOINT EFFICIENCY FOR CIRC. SEAM * 1.00c CORROSION ALLOWANCE mm 0
SYMBOL DESCRIPTION FORMULA UNIT VALUEDic INSIDE DIAMETER OF VESSEL
FOR THICKENSS CALC. Di + c1 + 2c mm 4100.0trs11 SHELL THK. FOR CIRC. STRESS PDic/(2*(S*E - 0.6*P)) mm 12.39
=1.488*4100/(2*(247*1-0.6*1.488)trs21 SHELL THK. FOR LONG. STRES. PDic/(2*(2*S*E+ 0.4*P)) mm 6.17
=1.488*4100/(2*(2*247*1+0.4*1.488)trs31 MIN. THK. AS PER UG 16 (b) mm 1.50
REQUIRED SHELL THICKNESS MAX OF(trs11,trs21,trs31) + c mm 12.39
ts1 PROVIDED SHELL THICKNESS mm 13
CHECK FOR APPLICABILITY OF UG 27 (c)
(a) PROVIDED THICKNESS = 13 mm< 1/2 * (INSIDE RADIUS OF VESSEL)= 1/2 * (Di/2) mm
1025 mm
(b) FOR CIRC. STRESS : (AS PER UG 27 (c) (1) )P = 1.488 MPa
0.385*S*E = 95.095 MPa
P < 0.385*S*E
(c) FOR LONG. STRESS : (AS PER UG 27 (c) (2) )P = 1.488 MPa
1.25*S*Ec = 308.75 MPa
P < 1.25*S*E
FROM (a) OR (b), FORMULA USED AS PER UG 27 (c) (1), IS APPLICABLE FOR CIRC. STRESSFROM (a) OR (c), FORMULA USED AS PER UG 27 (c) (2), IS APPLICABLE FOR LONG. STRESS
* REFER CLAUSE NO. 4 OF THIS CALCULATION FOR JOINT EFFICIENCY VALUE.
tRS
7.0 THICKNESS CALCULATIONS FOR D'END :
7.1.1 THICKNESS CALCULATION FOR SEAMLESS HEMISPHERICAL DISHED ENDS :AS PER UG 32 (b)
SYMBOL DESCRIPTION UNIT VALUEP DESIGN PRESSURE MPa (g) 1.304Di INSIDE DIAMETER OF VESSEL mm 4100c1 POSITIVE TOLERANCE ON INSIDE DIAMETER mm 0S ALLOWABLE STRESS DISHEND MATERIAL MPa 247Et MIN. JOINT EFF. OF HEAD TO SHELL JOINT FOR TOP D'END * 0.90Eh MIN. JOINT EFF. FOR SEAMLESS HEMISPHERICAL HEAD * 1.00
c CORROSION ALLOWANCE mm 0
* REFER CLAUSE NO. 4 OF THIS CALCULATION FOR JOINT EFFICIENCY VALUE.
SYMBOL DESCRIPTION FORMULA UNIT VALUEE JOINT EFFICIENCY OF Et 0.90
HEAD TO SHELL JOINTLch INSIDE SPHERICAL RADIUS ((Di + 2*c + c1)/ 2) mm 2050.0tch REQD. MIN CORRODED THK OF P*Lch / (2*S*Eh - 0.2*P) + c mm 5.41
SEAMLESS HEMISPHERICAL =1.3039*2050/(2*247*1- 0.2*1.3039)HEAD AS PER (UG 32 (f) )
trh3 REQD. MIN THK FOR tch/Et mm 6.02DISHED ENDS AS PER (UG 32 (b) )
CHECK FOR APPLICABILITY OF UG 32 (f)
(a) PROVIDED MIN THICKNESS = 14 mm (refer next page)< 0.356 * Lch= 729.80 mm
tch < 0.356 * Lch
(b) DESIGN PRESSURE = 1.304 MPa (g)< 0.665*S*E = 147.83 MPa (g)
P < 0.665*S*E
FROM (a) OR (b), FORMULA USED AS PER UG 32 (f), IS APPLICABLE FOR THE HEMISPHERICAL HEAD
7.1 THICKNESS CALCULATION FOR TOP D'END :
7.1.2 THICKNESS CALCULATION FOR TOP D'END : UG - 32 (d) ASME SEC. VIII DIV.1)(2:1 ELLIPSOIDAL)
SYMBOL DESCRIPTION UNIT VALUEP DESIGN PRESSURE MPa (g) 1.304
Dic INSIDE DIAMETER OF VESSEL (Di + 2*c + c1) mm 4100S.F. S. F. OF DISHED ENDS *** mm 50
S ALLOWABLE STRESS DISHEND MATERIAL MPa 247E JOINT EFFICIENCY FOR DISHED HEAD * 1.00c CORROSION ALLOWANCE mm 0
* REFER CLAUSE NO. 4 OF THIS CALCULATION FOR JOINT EFFICIENCY VALUE.
SYMBOL DESCRIPTION FORMULA UNIT VALUEtrh1 MIN. D'END THK P * Dic / (2*S*E - 0.2*P) mm 10.83
=1.3039*4100/(2*247*1- 0.2*1.3039)trh2 MIN. THK PER UG - 16 (b) mm 1.60trh3 MIN. THK PER UG - 32 (b) REF. CLAUSE NO. 7.1.1 mm 6.02
REQD. MIN. D'END THK MAX OF ( trh1,trh2,trh3) + c mm 10.83th MIN. PROVIDED MIN. THICKNESS mm 14th NOM. PROVIDED NOM. THICKNESS th1 mm 18
CHECK FOR APPLICABILITY OF UG 32 (d)
(a) PROVIDED MIN. THICKNESS = 14 mm> 0.002 * L (WHERE L=0.9*Dic)= 0.002 * 0.9 * Dic
tch > 7.38
*** CHECK FOR SF : UG 32 (l) & FIG. UW 13.1 (l) REQUIRING TAPER TRANSITION.MINIMUM VALUE FOR SF SHALL BE MINIMUM OF
(a) 3 * THICKNESS 54 mm(b) 1-1/2 INCH 38 mm
MINIMUM SF SHALL BE = 38 mmSF PROVIDED = 50 mm HENCE O.K.
tRDT
7.2 THICKNESS CALCULATION FOR BOTTOM D'END :
7.2.1 THICKNESS CALCULATION FOR SEAMLESS HEMISPHERICAL DISHED ENDS :AS PER UG 32 (b)
SYMBOL DESCRIPTION UNIT VALUEP DESIGN PRESSURE MPa (g) 1.488Di INSIDE DIAMETER OF VESSEL mm 4100c1 POSITIVE TOLERANCE ON INSIDE DIAMETER mm 0S ALLOWABLE STRESS DISHEND MATERIAL MPa 247
Eb MIN. JOINT EFF. OF HEAD TO SHELL JOINT FOR BOTTOM D'END * 1.00Eh MIN. JOINT EFF. FOR SEAMLESS HEMISPHERICAL HEAD * 1.00
c CORROSION ALLOWANCE mm 0
* REFER CLAUSE NO. 4 OF THIS CALCULATION FOR JOINT EFFICIENCY VALUE.
SYMBOL DESCRIPTION FORMULA UNIT VALUEE JOINT EFFICIENCY OF Eb 1.00
HEAD TO SHELL JOINTLch INSIDE SPHERICAL RADIUS ((Di + 2*c + c1)/ 2) mm 2050.0tch REQD. MIN CORRODED THK OF P*Lch / (2*S*Eh - 0.2*P) + c mm 6.18
SEAMLESS HEMISPHERICAL =1.4877*2050/(2*247*1- 0.2*1.4877)HEAD AS PER (UG 32 (f) )
trh3 REQD. MIN THK FOR tch/E mm 6.18DISHED ENDS AS PER (UG 32 (b) )
CHECK FOR APPLICABILITY OF UG 32 (f)
(a) PROVIDED MIN. THICKNESS = 14 mm (Refer Clause no.7.1.2)< 0.356 * Lch= 729.80 mm
tch < 0.356 * L
(b) DESIGN PRESSURE = 1.488 MPa (g)< 0.665*S*E= 164.26 MPa (g)
P < 0.665*S*E
FROM (a) OR (b), FORMULA USED AS PER UG 32 (f), IS APPLICABLE FOR THE HEMISPHERICAL HEAD
7.2.2 THICKNESS CALCULATION FOR BOTTOM D'END : UG - 32 (d) (ASME SEC. VIII DIV.1)(2:1 ELLIPSOIDAL)
SYMBOL DESCRIPTION UNIT VALUEP DESIGN PRESSURE MPa (g) 1.488
Dic INSIDE DIAMETER OF VESSEL (Dic + 2*c + c1) mm 4100S.F. S. F. OF DISHED ENDS *** mm 50
S ALLOWABLE STRESS DISHEND MATERIAL MPa 247E JOINT EFFICIENCY FOR DISHED HEAD * 1.00c CORROSION ALLOWANCE mm 0
SYMBOL DESCRIPTION FORMULA UNIT VALUEtrh1 MIN. D'END THK P * Dic / (2*S*E - 0.2*P) mm 12.35
=1.4877*4100/(2*247*1- 0.2*1.4877)trh2 MIN. THK PER UG - 16 (b) mm 1.60trh3 MIN. THK PER UG - 32 (b) REF. CLAUSE NO. 7.2.1 mm 6.18
REQD. MIN. D'END THK MAX OF ( trh1,trh2,trh3) + c mm 12.35
th MIN. PROVIDED MIN. THICKNESS mm 14th NOM. PROVIDED NOM. THICKNESS th2 mm 18
CHECK FOR APPLICABILITY OF UG 32 (d)
(a) PROVIDED MIN. THICKNESS = 14 mm> 0.002 * L (WHERE L=0.9*Dic)= 0.002 * 0.9 * Dic
tch > 7.38
*** CHECK FOR SF : UG 32 (l) & FIG. UW 13.1 (l) REQUIRING TAPER TRANSITION.MINIMUM VALUE FOR SF SHALL BE MINIMUM OF
(a) 3 * THICKNESS 54 mm(b) 1-1/2 INCH 38 mm
MINIMUM SF SHALL BE = 38 mmSF PROVIDED = 50 mm HENCE O.K.
* REFER CLAUSE NO. 4 OF THIS CALCULATION FOR JOINT EFFICIENCY VALUE.
tRDB
8.0 NOZZLE STUB THICKNESS CALCULATIONS :
NOZZLE WALL THICKNESS FOR INTERNAL PRESSURE AS PER UG-45(MAX. DESIGN PRESSURE AT BOTTOM IS CONSIDERED )
NOZZLE MARK N1 N2,N4 N3 N5,N6
NOZZLE/STUB SIZE mm DN 50 DN 50 DN 80 DN 15LOCATION OF NOZZLE BOT. D'END TOP D'END BOT. D'END TOP D'ENDDESIGN PRESSURE P MPa (g) 1.488 1.488 1.488 1.488DESIGN TEMPERATURE deg C -196 / 40 -196 / 40 -196 / 40 -196 / 40STUB O.D. Do mm 78 78 122.8 34NEAREST HIGHER NB SIZE PIPE DN 80 DN 80 DN 125 DN 32(Ref. ASME B 36.10M)CORROSION ALLOWANCE c mm 0 0 0 0NOZZLE MATERIAL SA 182M F304L/ SA 182M F304L/ SA 182M F304L/ SA 182M F304L/
SA 479M TYP 304L SA 479M TYP 304L SA 479M TYP 304L SA 479M TYP 304LALLOWABLE STRESS S MPa 115 115 115 115JOINT EFFICIENCY E 1 1 1 1RADIUS (Do/2) Ro mm 39 39 61.4 17AS PER UG 45 (a)i) Tmin = P*Ro/(S*E+0.4P)+c Tmin mm 0.50 0.50 0.79 0.22(AS PER APPENDIX 1 - 1a(1)) ii) NOZZLES ENDS ARE NO NO NO NOTHREDED ? (YES/NO) *AS PER UG 45 (b) (1) i) tmin PER UG-16 (b) = 1.5+c tmin mm 1.50 1.50 1.50 1.50LOCATION OF NOZZLE BOT. D'END TOP D'END BOT. D'END TOP D'END(ii) SMLS. TOP HEAD THICKNESS (CL. 7.1.2) mm 10.83 10.83 10.83 10.83(iii) SMLS. BTM HEAD THICKNESS (CL. 7.2.2) mm 12.35 12.35 12.35 12.35
mm 10.83 10.83 10.83 10.83AS PER UG-45(b)(2) FOR EXTERNAL PRESSURE mm N.A.AS PER UG-45(b)(3)
mm 10.83 10.83 10.83 10.83AS PER UG-45(b)(4)STD WALL THICKNESS Sw mm 5.49 5.49 6.55 3.56REFER ASME B36.10MIN. WALL THK. (UG-45(b)(4) ** mm 4.80 4.80 5.73 3.120.875*Sw + CAS PER UG-45(b)
mm 4.80 4.80 5.73 3.12AS PER UG-45MIN. REQUIRED NOZ. THK. mm 4.80 4.80 5.73 3.12
PROVIDED THK tn mm 11.61 11.61 20.00 10.08
tRDT
tRDB
(iv)GREATER OF tmin,tRDT,tRDB t1
t2
GREATER OF t1 & t2 t3
t4
SMALLER OF t3 & t4 t5
t6
GREATER OF Tmin & t5
B
DOC NO 1071022004-V-023 PAGE: of
REVISION C PREPARED BY: BTD
DATE 14.09.11 CHECKED BY:
MODEL NO. V31312AC APPROVED BY:
JOB NO. 1071022004
DOC NO 1071022004-V-023 PAGE: of
REVISION C PREPARED BY: BTD
DATE 14.09.11 CHECKED BY:
MODEL NO. V31312AC APPROVED BY:
JOB NO. 1071022004
NOZZLE MARK N7 N10 N11, N12, N13,N14
NOZZLE/STUB SIZE mm DN 15 DN 100 DN 50LOCATION OF NOZZLE BOT. D'END TOP D'END SHELLDESIGN PRESSURE P MPa (g) 1.488 1.488 1.488DESIGN TEMPERATURE deg C -196 / 40 -196 / 40 -196 / 40STUB O.D. Do mm 44 148.2 78NEAREST HIGHER NB SIZE PIPE DN 40 DN 125 DN80(Ref. ASME B 36.10M)CORROSION ALLOWANCE c mm 0 0 0NOZZLE MATERIAL SA 182M F304L/ SA 182M F304L/ SA 182M F304L/
SA 479M TYP 304L SA 479M TYP 304L SA 479M TYP 304LALLOWABLE STRESS S MPa 115 115 115JOINT EFFICIENCY E 1 1 1RADIUS (Do/2) Ro mm 22 74.1 39AS PER UG 45 (a)i) Tmin = P*Ro/(S*E+0.4P)+c Tmin mm 0.28 0.95 0.50(AS PER APPENDIX 1 - 1a(1)) ii) NOZZLES ENDS ARE NO NO NOTHREDED ? (YES/NO) *AS PER UG 45 (b) (1) i) tmin PER UG-16 (b) = 1.5+c tmin mm 1.50 1.50 1.50LOCATION OF NOZZLE BOT. D'END TOP D'END SHELL(ii) SMLS. TOP HEAD THICKNESS (CL. 7.1.2) mm 10.83 10.83 10.83(iii) SMLS. BTM HEAD THICKNESS (CL. 7.2.2) mm 12.35 12.35 12.35
mm 10.83 10.83 10.83AS PER UG-45(b)(2) FOR EXTERNAL PRESSURE mm N.A.AS PER UG-45(b)(3)
mm 10.83 10.83 10.83AS PER UG-45(b)(4)STD WALL THICKNESS Sw mm 3.68 6.55 5.49REFER ASME B36.10MIN. WALL THK. (UG-45(b)(4) ** mm 3.22 5.73 4.800.875*Sw + CAS PER UG-45(b)
mm 3.22 5.73 4.80AS PER UG-45MIN. REQUIRED NOZ. THK. mm 3.22 5.73 4.80
PROVIDED THK tn mm 15.08 20.00 11.61
* AS NOZZLE ENDS ARE NOT THREADED, UG-31(c) (2) IS NOT APPLICABLE.** MINIMUM WALL THICKNESS CONSIDERING MILL UNDER TOLERANCE (12.5 %)
INCLUSIVE OF CORROSION ALLOWANCE.
tRDT
tRDB
(iv)GREATER OF tmin,tRDT,tRDB t1
t2
GREATER OF t1 & t2 t3
t4
SMALLER OF t3 & t4 t5
t6
GREATER OF Tmin & t5 B
C
8.1 NOZZLE NECK COMPLIANCE WITH UW-13(h)
t1
AS PER FIGURE UW 13.4.(a)
NOZZLE MARK SIZE tp (mm)**
N1, 50NB 60.3 54.8 2.76 0.50 0.40 2.41N2, N4 50NB 60.3 54.8 2.76 0.50 0.40 2.41
N3 80NB 88.9 82.8 3.05 0.79 0.63 2.67N5, N6 15NB 21.3 13.8 3.73 0.22 0.18 3.26
N7 15NB 21.3 13.8 3.73 0.28 0.23 3.26N10 100NB 114.3 108.20 3.05 0.95 0.76 2.67
N5, N6, N7 40NB 48.26 42.72 2.77 0.50 0.40 2.42
**MINIMUM WALL THICKNESS OF CONNECTING PIPE (CONSIDERING TOLERANCE)
FD3 FD4
FD4 (mm) FD3 (mm)t1(mm)=
(D4-D3)/2 ***
trn=Tmin (mm)
trn1=0.8*trn (mm)
CONCLUSION: AS t1 IS NOT LESS THAN THE GREATER OF trn1 AND tp FOR ABOVE ALL NOZZLES, HENCE ACCEPTABLE.
9.0 REINFORCEMENTS FOR NOZZLES: UG 36 (c)(3)
NOZZLE MARK N1 N2,N4 N3 N5,N6
NOZZLE / STUB SIZE mm DN 50 DN 50 DN 80 DN 15STUB O.D Don mm 78 78 122.8 34STUB THICKNESS to mm 11.61 11.61 20.00 10.08SIZE OF CORRODED FINISHED OPENING * d mm 54.78 54.78 82.8 13.84
NOZZLE MARK N7 N10 N11, N12N13,N14
NOZZLE / STUB SIZE mm DN 15 DN 100 DN 50STUB O.D Don mm 44 148.2 78STUB THICKNESS to mm 15.08 20.00 11.61SIZE OF CORRODED FINISHED OPENING * d mm 13.84 108.20 54.78
* ALL NOZZLES ON D'END ARE PERPENDICULAR TO SURFACE OF D'END.
(a) NOMINAL THICKNESSES OF HEAD : 18 mm >10 mm (b) MAX. SIZE OF FINISHED OPENING
FOR NOZZLES
N1,N2,N4,N5,N6,N7 < 60 mm
(c) ALL SINGLE NOZZLES ARE ISOLATED OPENINGS. (d) NO TWO OPENINGS SHALL FORM A CLUSTER.
& (e) OPENINGS IN VESSEL DO NOT SUBJECT TO RAPID FLUCTUATION IN PRESSURECOMPLIANCE TO (c) & (d) EACH NOZZLE SHALL BE LOCATED IN SUCH A WAY THAT NO TWO UNREINFORCED OPENING SHALL HAVE THEIR CENTERS CLOSER TO EACH OTHER THAN 2.5*(d1+d2) WHERE d1 & d2 ARE FINISHED DIAMETERS OF TWO ADJACENT OPENINGS.
FOR NOZZLES ON TOP DISHED HEAD :
NOZZLES MARKS FINISHED OPENING MIN. DIST. BET. ACTUAL DISTANCESIZE (mm) NOZZLES (mm) BET. NOZZLES
d1 d2 2.5 * (d1 + d2) (mm)
N2 & N10 54.78 108.20 407.45 600N2 & N6 54.78 13.84 171.55 459N6 & N4 13.84 54.78 171.55 459N4 & N5 54.78 13.84 171.55 459HENCE ALL NOZZLES ARE ISOLATED OPENING PER UG 36.
FOR NOZZLES ON BOTTOM DISHED HEAD :
NOZZLES MARKS FINISHED OPENING MIN. DIST. BET. ACTUAL DISTANCESIZE (mm) NOZZLES (mm) BET. NOZZLES
d1 d2 2.5 * (d1 + d2) (mm)N1 & N3 54.78 82.80 343.95 600
N1 & N7 54.78 13.84 171.55 600
HENCE ALL NOZZLES ARE ISOLATED OPENING PER UG 36.
NOTE :
FOR COMPLIANCE TO (c ) & (d) EACH NOZZELE SHALL BE LOCATED IN SUCH A WAYTHAT NO TWO UNREINFORDED OPENING SHALL HAVE THEIR CENTERS CLOSER TO EACH OTHER THAN 2.5*(d1+d2). WHERE, d1 & d2 ARE FINISHED DIAMETERS OF TWO ADJACENT OPENINGS.
CONCLUSION : HENCE REINFORCEMENT CALCULATIONS ARE NOT REQUIRED AS PERUG-36 (c)(3) OF ASME SECTION VIII, DIV-1 FOR N1,N2,N4,N5,N6,N7.
9.0.2 REINFORCEMENT CALCULATIONS ARE PERFORMED FOR NOZZLE N3 & N10 AS PER CLAUSE 9.2
9.1 STRENGTH OF REINFORCEMENTS (UG 41)
9.1.1. NOZZLES N1,N2,N4,N5,N6,N7
1. NOZZLES N1,N2,N4,N5,N6,N7, DO NOT REQUIRE REINFORCEMENT AS PER UG 36 (c) (3) AS DEMONSTRATED IN CLAUSE NO. 9.0
2. ATTACHMENT WELDS FOR NOZZLES N1,N2,N4,N5,N6,N7 ARE AS PER UW16.1 (c). (REFER CLAUSE 10 )
HENCE ATTACHMENT WELDS FOR NOZZLE N1,N2,N4,N5,N6,N7ARE EXEMPTED FROM STRENGTH CALCULATION AS PER UW 15(b).
10. FILLET SIZE CALCULATIONS FOR NOZZLES (UW 16) :
tn
tc
NOZZLE NOZZLE LOCATION TYPE THK, OF THK. OF MIN. SIZE MIN. SIZE FILLET MARK /STUB (FIG.) SHELL NOZZLE OF FILLET OF FILLET SIZE
SIZE OR HEAD AT THROAT (LEG) PROVIDED* **
(mm) (mm) (mm) (mm) (mm) (mm)t tn tc1 tc
N1 DN50 BOT D'END UW-16.1 (c) 14 11.61 8.13 6.00 8.49 10
N2 DN50 TOP D'END UW-16.1 (c) 14 11.61 8.13 6.00 8.49 10N3 DN80 BOT D'END UW-16.1 (c) 14 20.00 9.80 6.00 8.49 10N4 DN50 TOP D'END UW-16.1 (c) 14 11.61 8.13 6.00 8.49 10
N5 DN15 TOP D'END UW-16.1 (c) 14 10.08 7.06 6.00 8.49 10N6 DN15 TOP D'END UW-16.1 (c) 14 10.08 7.06 6.00 8.49 10N7 DN15 BOT D'END UW-16.1 (c) 14 15.08 9.80 6.00 8.49 10
N10 DN100 TOP D'END UW-16.1 (c) 14 20.00 9.80 6.00 8.49 10N11 DN50 SHELL UW-16.1 (c) 13 11.61 8.13 6.00 8.49 10N12 DN50 SHELL UW-16.1 (c) 13 11.61 8.13 6.00 8.49 10N13 DN50 SHELL UW-16.1 (c) 13 11.61 8.13 6.00 8.49 10N14 DN50 SHELL UW-16.1 (c) 13 11.61 8.13 6.00 8.49 10
* MINIMUM OF 6 mm ( 1/4" ) OR 0.7 * MIN. OF (t , tn)
** SIZE OF FILLET LEG = SIZE OF FILLET AT THROAT / 0.707
0.7 * MIN. OF (t , tn)
SYMBOL DESCRIPTION FORMULA UNIT N3 N10tn NOZZLE WALL THICKNESS mm 20.00 20.00d SIZE OF CORRODED FINISHED OPENING mm 82.8 108.20
LOCATION OF NOZZLE BTM D/END TOP D/END
trREQUIRED THK. OF DISH END
PDi/(2*(S*E - 0.2*P))+C.A. mm 10.83 10.83(AS PER UG-37(a))
t MIN. DISH END THK # mm 16.00 16.00
trn REQD. THK. OF NOZZLE mm 0.79 0.95h INSIDE PROJ. OF NOZZLE mm 30.00 20.00ti THK. OF INTER. PROJ. OF NOZ. tn-2*c mm 20.00 20.00
E1 FOR OPENING IN SOLID PLATE 1 1Sn ALLOWABLE STRESS IN NOZZLE Mpa 115 115Sv ALLOWABLE STRESS IN VESSEL Mpa 247 247Sp ALLOWABLE STRESS IN RF ELEMENT MPa 115 115F CORRECTION FACTOR 1 1fr1 STRENGTH REDUCTION FACT. Sn/Sv 0.466 0.466fr2 STRENGTH REDUCTION FACT. Sn/Sv 0.466 0.466fr3 STRENGTH REDUCTION FACT. MIN OF Sn/Sv OR Sp/Sv 0.466 0.466fr4 STRENGTH REDUCTION FACT. Sp/Sv 0.466 0.466
A AREA REQUIRED d*tr*F+2*tn*tr*F*(1-fr1) 1128.0 1403.0
(a) d*(E1*t - F*tr) 428.3 559.7
(b) 2*(t+tn)*(E1*t - F*tr) 372.4 372.4
(c) 2*tn*(E1*t-F*tr)*(1-fr1) 110.6 110.6
A1a (a) - (c) 317.7 449.1
A1b (b) - (c) 261.9 261.9
A1 AREA AVAILABLE IN D'END MAX( A1a , A1b ) 317.7 449.1
A2a 5*(tn-trn)*fr2*t 715.5 709.4
A2b 2*(tn-trn)*(2.5*tn+te)*fr2 894.4 886.8
A2 AREA AVAIL. IN NOZ.OUT PROJ. MIN( A2a , A2b) 715.5 709.4
A3a 5 * t * ti * fr2 744.9 744.9
A3b 5 * ti * ti * fr2 931.2 931.2
A3c 2 * h * ti * fr2 558.7 372.5
A3 A AVAIL. IN INWARD NOZ.PROJ MIN(A3a,A3b,A3c) 558.7 372.5
leg SIZE OF WELD LEG mm 10 10A41 A AVAIL. IN OUT. NOZ. WELD 47 47
A43 A AVAIL. IN INW. NOZ. WELD 47 47
Atp TOTAL A PROVIDED WITHA1+A2+A3+A41+A43 1685.0 1577.5
REINFORCING ELEMENTCHECK WHETHER Atp > A YES YES
IS PROVIDED REINFORCMENT SUFFICIENT? YES YES
# Assumed min. thickness at center of Dishend.
9.2 . REINFORCEMENT CALCULATIONS : (As per UG-37 of ASME SEC VIII DIV 1)
trs1
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
(leg)2 * fr2 mm2
(leg)2 * fr2 mm2
mm2
SYMBOL DESCRIPTION FORMULA UNIT N3 N4Atn NOZZLE WALL THICKNESS mm 11.90 12.60d SIZE OF CORRODED FINISHED OPENING mm 108.2 82.8
LOCATION OF NOZZLE D/END D/END
trREQUIRED THK. OF DISH END
PDi/(2*(S*E - 0.6*P))+C.A. mm 10.83 10.83(AS PER UG-37(a))
t SPECIFIED DISH END THK mm 10.00 10.00
trn REQD. THK. OF NOZZLE mm 4.80 5.73h INSIDE PROJ. OF NOZZLE mm 15.00 0.00ti THK. OF INTER. PROJ. OF NOZ. tn-2*c mm 11.90 0.00
E1 FOR OPENING IN SOLID PLATE 1 1F CORRECTION FACTOR 1 1
fr1 STRENGTH REDUCTION FACT. Sn/Sv 1 1fr2 STRENGTH REDUCTION FACT. Sn/Sv 1 1fr3 STRENGTH REDUCTION FACT. MIN OF Sn/Sv OR Sp/Sv 1 1fr4 STRENGTH REDUCTION FACT. Sp/Sv 1 1
A AREA REQUIRED d*tr*F+2*tn*tr*F*(1-fr1) 1171.5 896.5
(a) d*(E1*t - F*tr) -89.5 -68.5
(b) 2*(t+tn)*(E1*t - F*tr) -36.2 -37.4
(c) 2*tn*(E1*t-F*tr)*(1-fr1) 0.0 0.0
A1a (a) - (c) -89.5 -68.5
A1b (b) - (c) -36.2 -37.4
A1 AREA AVAILABLE IN SHELL MAX( A1a , A1b ) -36.2 -37.4
A2a 5*(tn-trn)*fr2*t 354.8 343.4
A2b 2*(tn-trn)*(2.5*tn+te)*fr2 422.2 432.7
A2 AREA AVAIL. IN NOZ.OUT PROJ. MIN( A2a , A2b) 354.8 343.4
A3a 5 * t * ti * fr2 595.0 0.0
A3b 5 * ti * ti * fr2 708.1 0.0
A3c 2 * h * ti * fr2 357.0 0.0
A3 A AVAIL. IN INWARD NOZ.PROJ MIN(A3a,A3b,A3c) 357.0 0.0
leg SIZE OF WELD LEG mm 10 10A41 A AVAIL. IN OUT. NOZ. WELD 100 100
A43 A AVAIL. IN INW. NOZ. WELD 100 100
leg OUTER ELEMENT WELD LEG mm 10.0 10.0A42 A AVAIL. IN OUT ELEMENT WELD 100.0 100.0Atp TOTAL A PROVIDED WITH
A1+A2+A3+A41+A42+A43+A5 975.6 506.0REINFORCING ELEMENT
CHECK WHETHER Atp > A NO NOIS PROVIDED REINFORCMENT SUFFICIENT? NO NO
9 . REINFORCEMENT CALCULATIONS : (As per UG-37 of ASME SEC VIII DIV 1)
trs1
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
(leg)2 * fr2 mm2
(leg)2 * fr2 mm2
(leg)2 * fr4 mm2
mm2
9.2 REINFORCEMENT CALCULATIONS FOR NOZZLE N3 (AS PER UG-37 OF ASME SEC VIII DIV 1)
NOZZLE MARK N3,
tn NOZZLE WALL THICKNESS to mm 11.61
d SIZE OF CORRODED FINISHED OPENING mm 54.78
LOCATION OF NOZZLE BOTTOM D'END
r DISTANCE OF CENTER OF R.PAD FROM CENTER OF HEAD. mm 625
dr DIAMETER OF THE ENTIRE R.PAD (With weld leg) = Dp+2*Leg mm 152
d1 80% OF SHELL DIAMETER mm 3280
d2 DIAMETER OF THE FARTHEST DISTANCE OF THE ENTIRE R.PAD
FROM CENTER OF HEAD = 2*(r+dr/2) mm 1402
tr REQUIRED THK. OF D'ENDmm 9.75
(AS PER UG-37(a))
IF d1> d2 THEN RAD = K1*D IN 0.9*Di*Pt/(2*S*E-0.2*Pt)+C.A. mm 9.75
IF d1< d2 THEN E = 1 IN D*P/(2*S*E-0.2*P)+C.A. mm 10.83
t SPECIFIED DISHEND THK(MIN.) th MIN. mm 14.00
trn REQD. THK. OF NOZZLE Tmin mm 0.50
h INSIDE PROJ. OF NOZZLE mm 10
ti THK. OF INTER. PROJ. OF NOZ. tn-2*c (c = 0) mm 11.61
E1 FOR OPENING IN SOLID PLATE 1 1
F CORRECTION FACTOR 1 1
fr1 STRENGTH REDUCTION FACT. Sn/Sv 1
fr2 STRENGTH REDUCTION FACT. Sn/Sv 1
fr3 STRENGTH REDUCTION FACT. LESSER OF Sn/Sv OR Sp/Sv 1
fr4 STRENGTH REDUCTION FACT. Sp/Sv 1
A AREA REQUIRED d*tr*F+2*tn*tr*F*(1-fr1) 533.9
(a) d*(E1*t - F*tr) 233.1
(b) 2*(t+tn)*(E1*t - F*tr) 217.9
(c) 2*tn*(E1*t-F*tr)*(1-fr1) 0.0A1a (a) - (c) 233.1A1b (b) - (c) 217.9A1 AREA AVAILABLE IN SHELL MAX( A1a , A1b ) 233.1A2a 5*(tn-trn)*fr2*t 777.6A2b 5*(tn-trn)*fr2*tn 644.8
A2 AREA AVAIL. IN NOZ.OUT PROJ. MIN( A2a , A2b) 644.8
A3a 5 * t * ti * fr2 812.7
A3b 5 * ti * ti * fr2 674.0
A3c 2 * h * ti * fr2 232.2
A3 A AVAIL. IN INWARD NOZ.PROJ MIN(A3a,A3b,A3c) 232.2
leg SIZE OF WELD LEG mm 10.0
A41 A AVAIL. IN OUT. NOZ. WELD 100.0
A43 A AVAIL. IN INW. NOZ. WELD 100.0
Dpm1 d + 2*tn + 2*t -2 * leg mm 86.0Dpm2 2*d - 2*leg mm 89.6Dpmax FOR R.PAD WITH IN RF. LIMIT MAX(Dpm1,Dpm2) mm 89.6
Dp DIA. OF R. PAD <Dpmax mm 0te THICKNESS OF ELEMENT mm 0A5 A AVAIL. IN ELEMENT (Dp-d-2*tn)*te*fr4 mm 0.0leg OUTER ELEMENT WELD LEG mm 0.0A42 A AVAIL. IN OUT ELEMENT WELD mm 0.0
At TOTAL A PROVIDED WITHOUT A1+A2+A3+A41+A43 1310.1REINFORCING ELEMENT
At > A HENCE REINFORCING ELEMENT IS NOT REQUIRED FOR NOZZLE N3.
mm2
mm2
mm2
mm2 mm2 mm2 mm2 mm2 mm2
mm2
mm2
mm2
mm2
mm2
(leg)2 * fr2 mm2
(leg)2 * fr2 mm2
(leg)2 * fr4
mm2
9.1.1 STRENGTH OF REINFORCEMENTS FOR NOZZLE M AS PER UG-37(ALL DIMENSIONS INDICATED BELOW ARE CORRODED DIMENSIONS.)
NOZZLE MARK #REF!
tn NOZZLE WALL THICKNESS to mm 12.00
d SIZE OF CORRODED FINISHED OPENING mm #REF!
LOCATION OF NOZZLE TOP D'END
REQUIRED THK. OF D'END trh (REF 7.1.2) mm 10.83
t SPECIFIED DISHEND THK(MIN.) th MIN. mm 14.00
trn REQD. THK. OF NOZZLE Tmin mm #REF!
h INSIDE PROJ. OF NOZZLE mm 0
ti THK. OF INTER. PROJ. OF NOZ. tn-2*c (c = 0) mm 0.00
E1 FOR OPENING IN SOLID PLATE 1 1
F CORRECTION FACTOR 1 1
fr1 STRENGTH REDUCTION FACT. Sn/Sv 1
fr2 STRENGTH REDUCTION FACT. Sn/Sv 1
fr3 STRENGTH REDUCTION FACT. LESSER OF Sn/Sv OR Sp/Sv 1
fr4 STRENGTH REDUCTION FACT. Sp/Sv 1
A AREA REQUIRED d*tr*F+2*tn*tr*F*(1-fr1) #REF!
(a) d*(E1*t - F*tr) #REF!
(b) 2*(t+tn)*(E1*t - F*tr) 165.0
(c) 2*tn*(E1*t-F*tr)*(1-fr1) 0.0A1a (a) + (c) #REF!A1b (b) + (c) 165.0A1 AREA AVAILABLE IN SHELL MAX( A1a , A1b ) #REF!
A2a 5*(tn-trn)*fr2*t #REF!A2b 5*(tn-trn)*fr2*tn #REF!
A2 AREA AVAIL. IN NOZ.OUT PROJ. MIN( A2a , A2b) #REF!
A3a 5 * t * ti * fr2 0.0
A3b 5 * ti * ti * fr2 0.0
A3c 2 * h * ti * fr2 0.0
A3 A AVAIL. IN INWARD NOZ.PROJ MIN(A3a,A3b,A3c) 0.0
leg SIZE OF WELD LEG ### mm 10.0
A41 A AVAIL. IN OUT. NOZ. WELD 100.0
A43 A AVAIL. IN INW. NOZ. WELD 100.0
At TOTAL A PROVIDED WITHOUT A1+A2+A3+A41+A43 #REF!REINFORCING ELEMENT
At < A HENCE REIFORCING ELEMENT IS REQUIRED FOR NOZZLE M .
### ACTUAL SHALL BE MORE THAN 10 MM.
tRDT
mm2
mm2
mm2
mm2 mm2 mm2 mm2 mm2 mm2
mm2
mm2
mm2
mm2
mm2
(leg)2 * fr2 mm2
(leg)2 * fr2 mm2
mm2
Dpm1 d + 2*tn + 2*t -2 * leg mm #REF!Dpm2 2*d - 2*leg mm #REF!Dpmax FOR R.PAD WITH IN RF. LIMIT MAX(Dpm1,Dpm2) mm #REF!
Dp DIA. OF R. PAD mm 900te THICKNESS OF ELEMENT mm 28
A1 AREA AVAILABLE IN SHELL #REF!
A2ap 5*(tn-trn)*fr2*t #REF!
A2bp 2*(tn-trn)*(2.5*tn+te)*fr2 #REF!
A2p AREA AVAIL. IN NOZ.OUT PROJ. MIN(A2ap , A2bp) #REF!
A3 A AVAIL. IN INWARD NOZ.PROJ 0.0
A41 A AVAIL. IN OUT. NOZ. WELD 100.0
A42 A AVAIL. IN OUTER ELE. WELD 100.0
A43 A AVAIL. IN INW. NOZ. WELD 100.0
A5 A AVAIL. IN ELEMENT (Dp-d-2*tn)*te*fr4 #REF!
Atp TOTAL A PROVIDED WITH A1+A2p+A3+A41+A42 #REF!REINFORCING ELEMENT +A43+A5
Atp > A HENCE THE OPENING IS ADEQUATELY REINFORCED.
mm2
mm2
mm2
mm2
mm2
(leg)2 * fr3 mm2
(leg)2 * fr4 mm2
(leg)2 * fr2 mm2
mm2
mm2
11.0 EVALUATION FOR INSPECTION OPENING : ( UG - 46 (a) )
THE VESSEL IS NOT FOR USE WITH COMPRESSED AIR AND NOT SUBJECT
TO INTERNAL CORROSION OR MECHANICAL ABRASION. HENCE, INSPECTION
OPENING FOR EXAMINATION AND CLEANING IS NOT REQUIRED.
CONCLUSION :
FOR " NON CORROSIVE SERVICE" INSPECTION OPENING IS NOT REQUIRED
AND HENCE NO INSPECTION OPENING IS PROVIDED.
12.0 EVALUATION FOR POST WELD HEAT TREATMENT :
( UHA-32 )
FOR MATERIAL HAVING P-No. 8 AND Gr. No. 1 POST WELD HEAT
TREATMENT IS NEITHER REQUIRED NOR PROHIBITED FOR JOINTS BETWEEN
AUSTENITIC STAINLESS STEELS OF THE P-No. 8 GROUP.
12.1 EVALUATION FOR POST WELD HEAT TREATMENT DUE TO STRAINING :
( UHA-44 )
(a) FOR CYLINDRICAL SHELL FORMED FROM PLATES
Di INSIDE DIAMETER OF VESSEL mm 4100
c1 POSITIVE TOLERANCE ON INSIDE DIAMETER mm 0
ts NOMINAL THICKNESS OF SHELL CYLINDER mm 13
Ro ORIGINAL RADIUS OF SHELL PLATES mm INFINITE
Rf MEAN RADIUS OF SHELL CYLINDER (Di + c1 + ts) / 2 mm 2056.5
% STRAIN AS PER UHA 44(a)(2)(a) 50 * ts / Rf * (1 - Rf / Ro) mm 0.32
= 50*13 /2056.5* (1-0)
(b) FOR DISHED HEADS FORMED FROM PLATES
th NOMINAL THICKNESS OF DISHED HEAD mm 18
r INSIDE KNUCKLE RADIUS (0.17 TIMES Di FOR 2:1 ELLIP HEAD) mm 697
(ACCORDING TO UG32 (d) )
Rf MEAN RADIUS OF DISHED HEAD AFTER FORMING (r + th/2) mm 706
Ro ORIGINAL RADIUS OF PLATE mm INFINITY
% STRAIN AS PER UHA 44(a)(2)(a) 75 * th / Rf * (1 - Rf / Ro) mm 1.91
= 75*18 /706* (1-0)
(c) DESIGN TEMPERATURE = + 40
FOR STAINLESS STEEL GRADE 304L, P-No. 8 Gr No.1, POST WELD HEAT
TREATMENT IS NOT REQUIRED.
PLEASE REFER TABLE UHA-32, NOTE:1
12.2 CUSTOMER REQUIREMENT FOR HEAT TREATMENT :
NO
POST WELD HEAT TREATMENT IS NOT REQUIRED BY CODE .
OC
CONCLUSION :
13.0 EVALUATION FOR IMPACT TEST REQUIREMENTS.
13.1 EVALUATION FOR IMPACT TEST REQUIREMENTS AS PER UHA 51 & APPENDIX -JJ
13.1.1 MATERIAL : AUSTENITIC STAINLESS STEEL
UHA-51(d)(1)(d)
NO
NO
YES
A
START
IS THE MATERIAL A CASTING?
IS THE MATERIAL THERMALLY TREATED AS
DEFINED IN UHA-51(c) ?
IS MDMT COLDER THAN
-48 deg C?
BASE MATERIAL AND HAZ
REQUIREMENTS
WELDING PROCEDURE QULIFICATION
REQUIREMENTS.
WELDING CONSUMABLE PRE-USE
TESTING REQUIREMENTS.
PRODUCTION IMPACT TEST
REQUIREMENTS.
A B C D
13.1.2 BASE MATERIAL AND HAZ IMPACT TESTING REQUIRMENTS.
UHA-51(d)
UHA-51(d)(1)(a)
YES
NO
13.1.3 WELDING PROCEDURE QUALIFICATION IMPACT TESTING REQUIREMENTS
UHA- 51(e)
UHA- 51(e)(1)
YES
UHA- 51(e)(2)(a)
YES
YES
BASE MATERIAL AND HAZ REQUIREMENTS
THE BASE MATERIAL SS
304L?
IS MDMT COLDER THAN
-196 deg C?
IMPACT TEST NOT REQUIRED
WELDING PROCEDURE QULIFICATION
REQUIREMENTS.
ALL BASE MATERIALS
JOINED HAVE C<=0.1%
FILLER METAL CONFIRMING TO
SFA 5.4 OR SFA 5.9 (C<=0.1%)
MDMT COLDER THAN - 104 DEG C
IMPACT TESTING OF WELDING PROCEDURE IS
REQUIRED
A
B
13.1.4 WELDING CONSUMABLE PRE -USE TESTING REQUIREMENTS
UHA - 51 (f)
YES
UHA - 51(f)(1),(2),(3)& (4)
NO
YES
UHA-51(f)(4)(e) UHA-51(f) (4) (e)
NO
NO
YES YES
YES
NO
WELDING CONSUMABLE PRE-USE TESTING REQUIREMENTS.
MDMT COLDER THAN - 104 DEG C
1. IS WPS QUALIFIED WITH IMPACT TESTING.
2.IS WELDING PROCESS LIMITED TO GTAW ,SAW & GMAW.
3.IS WELD METAL CONFIRMING TO SFA5.9.
4.IS WELD METAL <= 0.1% C .
GTAW SAW
FILLER METAL LIMITED TO
ER308L,ER316L OR ER310
WELDING CONSUMABLES CERTIFIED BY CONSUMABLE MANUFACTURER FOR IMPACT
TEST AT OR BELOW MDMT FOR EACH HEAT/BATCH
READY FOR PRODUCTION WELDING-ONLY PRE USE TESTED CONSUMABLES OR EXEMPTED
FILLER METAL WITH GTAW TO BE USED
TC AVAILABLE FOR COMBINATION OF
HEAT & EACH BATCH OF FLUX
IMPACT TEST IS REQUIRED
UNACCEPTABLE TO USE WITH MDMTs COLDER
THAN -104 C
C
IS EACH HEAT/LOT OF FILLER METAL
PRE-USE TESTED?
GMAW
13.1.5 PRODUCTION IMPACT TEST REQUIREMENT
UHA - 51 (f)(4)
YES
UHA-51(H)(2)
NO
PRODUCTION IMPACT TEST REQUIREMENTS.
FILLER METAL CONFIRMING TO
SFA 5.4 OR SFA 5.9
PRODUCTION IMPACT TEST PLATES ARE NOT REQUIRED
IS MDMT COLDER THAN
-196 deg C?
D
13.2 CUSTOMER REQUIREMNT FOR IMPACT TESTING : NIL
13.3 EVALUATION FOR IMPACT TEST REQUIREMENTS AS PER CODE CASE 2596
13.3.1 THE COLD STRETCHED BASE MATERIAL SA-240,TYPE 304L NEED NOTE BE IMPACT TESTED WHEN USED IN VESSELS CONSTRUCTED IN ACCORDANCE WITH THIS CODE CASE.
13.3.2 THE WELDING PROCEDURE QUALIFICATION SHALL INCLUDE IMPACT TESTS OF WELDS AND HEAT AFFECTED ZONES(HAZ) MADE IN ACCORDANCE WITH UG-84(h) AND WITH REQUIREMENTS OF UHA-51(a) AT MDMT.
THE SPECIMENS SHALL BE TESTED IN ACCORDANCE WITH THE CODE CASE.
13.3.3 THE VESSEL (PRODUCTIONIMPACT TESTS IN ACCORDANCE WITH UHA-51(h) ARE NOT REQUIRED FOR VESSELS CONSTRUCTED IN ACCORDANCE WITH THIS CODE CASE.
CONCLUSION:
1) PARENT METAL NEED NOT BE IMACT TESTED2) WPS SHALL BE QUALIFIED FOR GMAW/GTAW/SAW/GTAW+SAW PROCESS WITH IMPACT
TESTS AS PER UG 84(h) AT MDMT. 3) PRE USE TESTING OF SAW CONSUMABLES IS REQUIRED PER HEAT/LOT.
MANUFACTURER CERTIFICATION IS ACCEPTABLE.4) WELD MADE WITH ER308L, ER316L, OR ER310 ARE EXEMPTED FROM PRE USE TESTING
OF CONSUMABLES PER UHA 51(f)(4)(e) SINCE WPS SHALL BE QUALIFIED WITH IMPACT TEST AS PER UG 84 (h) AT MDMT.
5) THE WELDING PROCEDURE QUALIFICATION SHALL INCLUDE IMPACT TESTS OF WELDS AND HEAT AFFECTED ZONES(HAZ) MADE IN ACCORDANCE WITH UG-84(h) AND WITH REQUIREMENTS OF UHA-51(a) AT MDMT.
SUPPLEMENTARY CALCULATION TO SATISFY UG-99(c) REQUIRMENTS (SUBMITTED TO AI)
14.1.3 REFERENCE :UG 99 (c)
14.1.3.1 HIGHEST PERMISSIBLE INTERNAL PRESSURE (HPIP) OF TOP/BTM DISH
SYMBOL DESCRIPTION FORMULA VALUES ALLOWABLE STRESS 247
Dic INSIDE DIAMETER OF VESSEL (Di + 2*c + c1) 4100E JOINT EFFICIENCY FOR DISHED HEAD 1c CORROSION ALLOWANCE 0
th nom. PROVIDED NOM. THICKNESS 15Pit HPIP 2*S*E*th nom/(Dic+0.2*th nom)+c 1.80
14.1.3.2 HIGHEST PERMISSIBLE INTERNAL PRESSURE (HPIP) OF SHELL
SYMBOL DESCRIPTION FORMULA VALUES ALLOWABLE STRESS 247
Dic INSIDE DIAMETER OF VESSEL (Di + 2*c + c1) 4100E JOINT EFFICIENCY FOR DISHED HEAD 1c CORROSION ALLOWANCE 0
ts1 PROVIDED SHELL. THICKNESS 12Pis HPIP S*E*ts1/((Dic/2))+0.6*ts1)+c 1.44
14.1.3.3 HIGHEST PERMISSIBLE INTERNAL PRESSURE (HPIP) OF NOZZLES
NOZZLE MARK N1 N3 N5,N6
NOZZLE/STUB SIZE mm DN 50 DN 80 DN 15 LOCATION OF NOZZLE BOT. D'END BOT. D'END TOP D'ENDSTUB O.D. Do mm 78 108 122.8CORROSION ALLOWANCE c mm 0 0 0NOZZLE MATERIAL SA 182M F304/
SA 479M TYP 304ALLOWABLE STRESS S MPa 138 138 138JOINT EFFICIENCY E 1 1 1RADIUS (Do/2) Ro mm 39 54 61.4PROVIDED THK tn mm 11.61 12.60 20.00AS PER UG 45 (a)
Pin = S*E*tn/(Ro+0.6*tn)+c Pin MPa 34.86 28.25 37.60
NOZZLE MARK N10 N7 N5
NOZZLE/STUB SIZE mm DN 100 DN 15 DN 15LOCATION OF NOZZLE TOP D'END BOT. D'END TOP D'ENDSTUB O.D. Do mm 132 34 34CORROSION ALLOWANCE c mm 0 0 0NOZZLE MATERIAL SA 182M F304/
SA 479M TYP 304ALLOWABLE STRESS S MPa 138 138 138JOINT EFFICIENCY E 1 1 1RADIUS (Do/2) Ro mm 66 17 17PROVIDED THK tn mm 11.90 8.44 8.44AS PER UG 45 (a)
Pin = S*E*tn/(Ro+0.6*tn)+c Pin MPa 22.45 52.79 52.79
14.1.3.4 HYDROSTATIC TEST PRESSURE AS PER UG-99 (c)
TOTAL INSIDE HEIGHT OF IV, H = 25435 mmHYDROSTATIC HEAD AT BOTTOM = H in M/10
Phead= 2.544 kg/cm2 (g)Phead= 0.25 MPa
SYMBOL HYDROSTATIC TEST PRESSURE OF FORMULA VALUEPht TOP DISH =Pit x 1.3 2.34Phb BTM DISH =(Pit x 1.3) - Phead 2.09Phs SHELL =(Pis x 1.3) - Phead 1.62
Phn1 NOZZLE N1 (BTM HEAD) =(Pin1 x 1.3) - Phead 45.06Phn2 NOZZLE N2/N4 (TOP HEAD) =Pin2 x 1.3 78.46Phn3 NOZZLE N3 / N8 (BTM HEAD) =(Pin3 x 1.3) - Phead 36.47Phn5 NOZZLE N5 (TOP HEAD) =Pin5 x 1.3 68.62Phn6 NOZZLE N6 (TOP HEAD) =Pin6 x 1.3 29.19Phn7 NOZZLE N7 (BTM HEAD) =(Pin7 x 1.3) - Phead 68.38Phn9 NOZZLE N9 (TOP HEAD) =Pin9 x 1.3 48.88
SUPPLEMENTARY CALCULATION TO SATISFY UG-99(c) REQUIRMENTS (SUBMITTED TO AI)
UNITMPamm
-mmmmMPa
UNITMPamm
-mmmmMPa
N2,N4
DN 50 TOP D'END
340
SA 182M F304/SA 479M TYP 304
1381
1710.08
AS PER UG 45 (a)60.35
14.0 EVALUATION OF HYDRO TEST/ COLD STRETCH PRESSURE
14.1 EVALUATION OF HYDRO TEST PRESSURE (UG 99 (b) OF ASME SECTION VIII, DIV. 1.)
REFERENCE DATA : UG 99 (b)
COMPONENT SPECIFICATION ALLOWABLE STRESS AS PER ASME SEC.II(D)
AT DESIGN AT TESTSa/STEMP. TEMP.
S (Mpa) Sa (Mpa)SHELL SA 240M TYP 304L 247 247 1DISH END/PAD SA 240M TYP 304L 247 247 1
LOWEST VALUE OF Sa / S = 1
14.1.1 MAWP FOR SHELL AS PER UG-27 (c) ASME SEC. VIII DIV.1
SYMBOL DESCRIPTION FORMULA VALUE UNITS ALLOWABLE STRESS 247 MPa
Dic INSIDE DIAMETER OF VESSEL (Di + 2*c + c1) 4100 mmRic INSIDE RADIUS 2050 mmE JOINT EFFICIENCY FOR DISHED HEAD 1 -c CORROSION ALLOWANCE 0 mm
REQUIRED SHELL THICKNESS 12.39 mmts1 PROVIDED SHELL. THICKNESS 13 mm
MAWP 1.4877 MPa
14.1.2 MAWP FOR TOP/BOTTOM DISHED ENDS AS PER UG-32 (d) ASME SEC. VIII DIV.1
SYMBOL DESCRIPTION FORMULA VALUE UNITS ALLOWABLE STRESS 247 MPa
Dic INSIDE DIAMETER OF VESSEL (Di + 2*c + c1) 4100 mmRic INSIDE RADIUS 2050 mmE JOINT EFFICIENCY FOR DISHED HEAD 1 -c CORROSION ALLOWANCE 0 mm
REQUIRED D'END THICKNESS 10.83 mmthMIN. MIN. THK. AFTER FORMING 14.0thNOM. PROVIDED NOM. THICKNESS 18 mm
MAWP 1.3039 MPa
Po = 1.488 Mpa
14.1.3 CALCULATION OF HYDRO TEST PRESSURE
Hydrotest Press. at top = Ptest=1.3 * Po * Sa / S = 1.934 MPa (g)= 19.73 kg/cm2 (g)
VESSEL SHALL BE HYDROTESTED HORIZONTALLY
PARTICULARS SYMBOL VALUE UNITMAWP CALCULATED BASED ON ABOVE FORMULA Po 1.488 MPa (g)TOTAL INSIDE DIA OF IV H=Di 4100 mm
HYDROTEST PRESSURE AT BOTTOM = [Ptest + H in m/9.81]= [19.735+ (4100/1000/9.81)]=[ 20.15 Kg/cm2 g]
say =[ 20.25 Kg/cm2 g]OR
HYDROTEST PRESSURE AT BOTTOM = (1.94/0.098066 + 4100/9.81/1000)*0.098066= 1.975 MPa g
tRS
PO1 S*E*tRS/(Ric)+0.6*tRS)+c
tRD
PO2 2*tRD*S*E / [ Dic + (0.2*tRD)]
MAWP SHALL BE HIGHER OF PO1 & PO2
14.0 EVALUATION FOR COLD STRETCH PRESSURE (AS PER CODE CASE 2596)
PARTICULARS SYMBOL VALUE UNIT
MAWP MARKED ON NAME PLATE Po 1.201 MPa (g)VACUUM CORRECTION Pe 0.103 MPa (g)DESIGN PRESSURE (CORRECTED FOR VACUUM) : Pt=Po+Pe 1.304 MPa (g)TOTAL INSIDE HEIGHT OF IV H 23160 mm INSIDE DIA. OF INNER VESSEL Di 4100 mm
COLD STRETCHING PRESSURE Pc :Pc = 1.5 * Pt MPa (g)
= 1.96 MPa (g)= 19.96 kg/cm2 (g)
VESSEL WILL BE COLD STRETCHED HORIZONTALLY.
Provided Cold stretch at topPc new 21 kg /cm2 g
2.06 Mpa
COLD STRETCH PRESSURE AT BOTTOM = Pc + Di in M/10= 2.10 MPa (g)
[2.06+ (4100/1000/9.81)]say = 2.10 MPa (g)say = 21.5 kg/cm2 (g)
CHECK FOR APPLICABILITY AS PER CODE CASE:
PROVIDED COLD STRETCH PRESSURE Pc = 2.06 Mpa(g)< 1.6 * Pt (i.e 2.086 Mpa (g))
13.0 EVALUATION FOR IMPACT TEST REQUIREMENTS ( UHA 51)
13.1 EXEMPTION FOR IMPACT TESTING FOR BASE METALS AND HEAT AFFECTED ZONES ( UHA 51(d) ).
AS PER UHA 51 (d) (1) (a), SS 304 MATERIAL, WITH MDMT -196°C, WITH NO HEATTREATMENT PERFORMED, IMPACT TEST IS EXEMPTED FOR PARENT METAL WITH THICKNESS > 2.5 mm.
13.2 REQUIREMENTS FOR IMPACT TESTING FOR WELD METAL :
AS PER UHA 51 (e) (2) (a), FOR AUSTENATIC WELD METAL, HAVING CARBON CONTENTNOT EXCEEDING 0.1% AND PRODUCED WITH SFA5.4 & SFA 5.9; WITH MDMT (-196°C)COLDER THAN -104°C, IMPACT TEST IS REQUIRED AT MDMT (-196°C).
13.3 REQUIRED IMPACT TESTING FOR VESSEL (PRODUCTION) PLATES.
AS PER UHA 51 (f) FOR AUSTENITIC STAINLESS STEEL
UG 84(I) WPS REQUIRED IMPACT TESTING AS PER UHA 51
WELDING PROCESS LIMITED TO SAW & GTAW
SUPPORTING PQR'S WITH IMPACT TESTING AT MDMT OR COLDER
WELD METAL C < 0.1%
FILLER METAL CONFIRMING TO SFA5.4 ORSFA 5.9
GTAW SAW
CONSUMABLE LIMITED TO 308L, 316L, 310 WELDING CONSUMABLE CERTIFIED BY CONSUMABLEMANUFACTURER FOR IMPACT
WPS QUALIFIED WITH IMPACT TEST TEST AT OR BELOW MDMT FOR EACH HEAT/ LOTAT OR BELOW MDMT
TC NOT AVAILABLE FOR COMBINATION OF IMPACT TEST IS NOT REQUIRED HEAT & EACH LOT OF FLUX
IMPACT TEST IS REQUIRED
a) FOR WELDS WITH ONLY GTAW PRODUCTION PLATES NOT REQUIRED.b) SAW WELDS MADE INDIVIDUALLY OR IN COMBINATION WITH GTAW WILL REQUIRE PRODUCTION PLATES.
NUMBER OF COUPON PLATES SHALL BE AS PER SHOP TEST PLAN, PROVIDED BY WELDING ENGG.
MDMT > -196°C (-320°F)
B1 DETERMINATION OF TRY COCK HEIGHT
CAPACITY CALCULATIONS :[FOR DETERMINATION OF VOLUME OF DISHED END
(REF. : APPENDIX D PRESSURE VESSEL DESIGN MANUAL BY DENNIS R. MOSS)
DATA :
SYMBOL DESCRIPTION FORMULA UNIT VALUE
Di INSIDE DIA. OF VESSEL Di mm 4100Ls W.L TO W.L LENGTH Ls mm 21000
S.F. S. F. OF DISHED ENDS S.F. mm 50th NOM. THICKNESS OF D'END th NOM mm 18
SYMBOL DESCRIPTION FORMULA UNIT VALUE
Vh VOL. OF ONE DISHED END 9021737803.3
Vs VOL. OF SHELL (TL TO TL) 278573659973.6
Vg GROSS CAPACITY OF I.V 2*Vh + Vs 296617135580.1
Vnet NET CAPACITY OF I.V. 0.95 * Vg 281786278801.1Vg-c Gross cap committed to customer Vg * 1.02 Liters 302549
Vnet-c Net cap commited to customer Vnet * 1.02 Liters 287422
Vgf FINAL GROSS CAPACITY OF I.V Vg * 1.05 311447992359.1
Vnetf FINAL NET CAPACITY OF I.V. Vnet * 1.05 295875592741.2
CALCULATIONS FOR LIQUID HEAD : (HEIGHT OF TRYCOCK FROM BOTTOM)
SYMBOL DESCRIPTION FORMULA UNIT VALUE
Vnsh VOL. OF LIQ. IN SHELL & UPP- Vnet - Vh 272764540997.9ER D'END DURING OP. COND.
Vns VOL. OF LIQ. IN SHELL MIN(Vnsh , Vs) 272764540997.9
Vnh VOL. REQD. IN UPPER D'END Vnsh - Vns 0.0hi INSIDE DEPTH OF HEAD Di / 4 mm 1025.0
Hvs HEIGHT OF FLUID IN SHELL mm 20660FROM BOT. T.L
Hvh HEIGHT OF FLUID IN UPPER FOR Vnh = mm 0.00
D'END(REF. APP.D of PVDM)HL hi + Hvs + Hvh mm 21685H OVERALL HT. OF I.V. Ls + 2 * (S.F. + hi ) + 2 * th mm 23186
p * Di3 / 24 mm3
p / 4 * Di2 * (Ls + 2*S.F.) mm3
mm3
mm3
mm3
mm3
mm3
mm3
mm3
4*Vns/(p * Di2)
p*Di2*Hvh/4*(1-16*Hvh2/(3*Di2))TOTAL LIQ. HEAD
SYMBOL DESCRIPTION FORMULA UNIT VALUE
Di INNER DIAMETER Di mm 4100
r KNUCKLE RADIUS FOR 2:1 0.17Di mm 697
ELLIPSOIDAL HEAD
Ws WEIGHT OF SHELL kg 28225
th1 TOP D'END THICKNESS th1 mm 18th2 BOTTOM D'END THICKNESS th2 mm 18
B.D.1 BLANK DIA. OF D'END (Di+2*th1)+(Di+2*th1)/24 mm 4885+ 2/3*(r+th1)+2*S.F.+5
Wd1 WEIGHT OF D'ENDS kg 2700B.D.2 BLANK DIA. OF D'END (Di+2*th2)+(Di+2*th2)/24 mm 4885
+ 2/3*(r+th2)+2*S.F.+5
Wd2 WEIGHT OF D'ENDS kg 2700Wd WEIGHT OF D'ENDS Wd1 + Wd2 kg 5400Wot WT. OF NOZZLE / LEGS kg 5500
/ CLOSING RING/MANHOLE ETC.
Wei EMPTY WEIGHT OF I.V. Ws + Wd + Wot kg 39125SAY 39200
WEIGHT OF LIN kg 239363
WEIGHT OF I.V. WITH LIN kg 278563
MAX. OPRERATING WEIGHT kg 278563
B2 WEIGHT CALCULATIONS FOR INNER VESSEL :
p * (Di+ts) * Ls * ts * r s
2 * p/4* (B.D.1)2 * th1 *r s
2 * p/4* (B.D.)2 * th 2 *r s
WLIN rN * Vnet
WoLIN Wei + WLIN
WoMAX MAX(WoLIN,)
SEISMIC LOAD CALCULATIONS (IN OPERATING CONDITION)
I IMPORTANCE FACTOR - 1.25
a ACCELERATION COEFFICIENT - 0.11
L MAX. LENGTH OF LEG SUPPORT mm 1000
H VESSEL HEIGHT OUT TO OUT FROM TOP TO BOTTOM D'ENDS mm 23186
hn TOTAL HEIGHT OF VESSEL ABOVE BOT. OF SUPPORTS (H + L) m 24.186
T STRUCTURAL PERIOD OF VIBRATION (hn / 46) sec 0.5258
C EARTHQUAKE DESIGN COEFFICIENT - 0.2111
S SITE FACTOR - 1
Rf STRUCTURAL RESPONSE FACTOR - 2.1
(TABLE 6.2.6 (b) VESSEL ON UNBRACED LEGS)
Wo OPERATING WEIGHT OF EQUIPMENT KG 278563
Gg GRAVITY LOAD (OPERATING WEIGHT OF VESSEL) (CLAUSE 6.2.5) N 2731787
V1 EARTHQUAKE BASE SHEAR (CLAUSE 6.2.2) N 343218
V2 MIN. EARTHQUAKE BASE SHEAR (CLAUSE 6.2.2) (0.01Gg) N 27318
V3 MAX. EARTHQUAKE BASE SHEAR (CLAUSE 6.2.2) N 447168
VN 343218
SAY = N 343300
La HT. OF C.G. OF VESSEL ABOVE BOTTOM W.L. (1/2 *(hn) m 12.09
Me SEISMIC MOMENT AT BOTTOM W.L. V * La N m 4151527
SAY = N m 4151530
B3 SEISMIC LOAD CALCULATION FOR INNER VESSEL
AS PER AS 1170.4 (CLAUSE 6.2.2)
( 1.25 * a / T2/3 )
( I * (C*S / Rf) * Gg )
( I * (2.5*a / Rf) * Gg )
EARTHQUAKE BASE SHEAR TO BE CONSIDERED MIN OF (MAXOF (V1,V2),V3)
SEISMIC LOAD CALCULATIONS (IN OPERATING CONDITION)AS PER UBC - 1997
SYMBOL DESCRIPTION FORMULA UNIT VALUEWe EMPTY WT OF INNER VESSEL KG 39200
WT OF LIQUID ARGON KG 239363Wo OPER. WEIGHT OF IV KG 278563E YOUNG'S MODULUS MPa 199817.2
SEISMIC ZONE - 4
SOIL TYPE - SDSEISMIC SOURCE - N/A
Na NEAR SOURCE FACTOR AS PER TABLE 16-S - 1.00Nv NEAR SOURCE FACTOR AS PER TABLE 16-T - 1.00Cv SEISMIC COFFICIENT AS PER TABLE 16-R - 0.64I* IMPORTANCE FACTOR AS PER TABLE 16-K - 1.25R FACTOR AS PER TABLE 16-P - 2.20
Ca SEISMIC COFFICIENT AS PER TABLE 16-Q - 0.44Z SEISMIC ZONE FACTOR AS PER TABLE 16-I - 0.40Ft CONCENTRATED FORCE AT T AS PER 4WEQ-1005-R1,7.6.1 Kg 0.00V1 AS PER 34.2 OF 1634.5 0.56*Ca*I*Wo Kg 85797.51V2 AS PER 34.3 OF 1634.5 ((1.6*Z*Nv*I)/R)*Wo Kg 101295.77V3 AS PER 30.5 OF 1630.2.1 (2.5*Ca*(I/R))*Wo Kg 174102.10V MAX. OF V1, V2 V3 Kg 174102.10Fe SHEAR FORCE V / 1.4 (UBC - 1612.3.2) Kg 124359
N 1219542L.A CG OF VESSEL 2/3 * (H + Hsk)
(FROM BOT. W.L.) mm 6626
Me SEIS. MOMENT (AT BOT. WL) Fe * L.A N.M 8080683
* Important Factor taken here is for California Zone 4.
B3 SEISMIC LOAD CALCULATION FOR INNER VESSEL
WLAR
DUE TO SEISMIC LOAD (UG 23(C)) (REF. L-2.1.2 OF ASME SEC. VIII - DIV. 1)
CHECK FOR TENSION SIDE :
SYMBOL DESCRIPTION FORMULA UNIT VALUE
S1 ALLOWABLE STRESS 1.2 * S (FOR SEIS. COND.) MPa 296.4Ri INSIDE RADIUS OF SHELL Di / 2 mm 2050Ec MIN. JOINT EFF. CIRC. JOINT 0.90W EMPTY WT. OF VESSEL Ws+ Wd KG 33625
ABOVE THE SECTION
Wc WEIGHT OF CONTENTS KG 0trs3 REQUIRED SHELL THICKNESS P*Ri / (2*S1*Ec + 0.4 * P) + m 0.00791
mm 7.91
ts PROVIDED THK. OF SHELL mm 13.00
CHECK FOR COMPRESSION SIDE :
DETERMINATION OF ALLOWABLE STRESS : (UG-23 (b); OF ASME SEC. VIII DIV. 1)
SYMBOL DESCRIPTION FORMULA UNIT VALUE
Ro OUTSIDE RADIUS OF SHELL Ri + ts mm 2063A FACTOR 0.125 / (Ro/ts) 0.0008B FACTOR (FIG. HA-1 OF SEC. II PART D) PSI 9200
MPa 63.42S2 ALLOWABLE COMP. STRESS 1.2 * B (FOR SEIS. COND.) MPa 76.11E2 JOINT EFF. CIRC. JOINT 1 (IN COMPRESSION) 1
trs4 REQUIRED SHELL THICKNESS m 0.00838mm 8.38
ts PROVIDED THK. OF SHELL mm 13.00
B3.1 CHECK FOR SHELL THICKNESS FOR LONGITUDINAL STRESS
WLAR
Me/(p*Ri2*S1*Ec) -(W+Wc)/(p*Di*S1*Ec)
Me/(pRi2*S2*E2) +(W/(p*Di*S2*E2))
B3. SEISMIC LOAD CALCULATIONS FOR INNER VESSEL (IN OPERATING CONDITION)
( AS PER ASCE 7 -05 IN COMBINATION WITH IBC 2006 )
SYMBOL DESCRIPTION FORMULA UNIT V31312AC
W1 Operating Weight of Vessel Kg 278563
Soil Profile Type C
Ss The mapped spectral accelerations for short periods @ 0.355
S1 The mapped spectral accelerations for short periods @ 0.066
Fa Site coefficient defind in Table 1613.5.3(1) 1.2
Fv Site coefficient defind in Table 1613.5.3(2) 1.7
Sms Fa x Ss 0.426
Sm1 Fv x S1 0.1122
The design spectral response acceleration parameter2/3 x Sms 0.28
in the short period . The design spectral response acceleration parameter
2/3 x Sm1 0.0748 at a period of 1.0 sec Height in ft above the base to highest level of the
ft 77.50structure
RResponse modification factor
2.5( As per table 12.2-1 of ASCE 7-05 )
I Occupancy importance factor
1.25( As per sec 11.5-1 of ASCE 7-05 )
Cs Seismic response co-efficient # 0.1420
V Seismic Force at BaseCs *W Kg 39555.946
SAYKg 39600N 388317.6
Occupancy Category as per Table 1604.5 of IBC 2006 IIISeismic Design category as per Table 16135.6(1) &
C1613.5.6(2) of IBC 2006
ρ Redundancy Factor as per sec 12.3.4.1 of ASCE 7-05 1.00
Effect of horizontal seismic force from V Kg 39555.946
Horizontal Seismic Load effect ## 0.7*ρ*QE Kg 27689.162
( As per sec 12.4.1 of ASCE 7-05 ) SAY Kg 27700N 271626
M Seismic Moment at Base ( 2/3)*hn*Eh Kg - M 436026.42
SAYKg- M 436050N-m 4275906
# Cs shall not be less than 0.01, on conservative side not compared with Cs max as per 12.8-3 or 12.8-4 of ASCE 7-05
## 70 % of seismic load considered as per section 2.4.1@ As per customer specification
The maximum considered earthquake spectral response accelerations for short periods as determined in section 1613.5.3
The maximum considered earthquake spectral response accelerations for 1-second period as determined in section 1613.5.3
SDS
SD1
hn
SDS/ ( R/I)
QE
Eh
B4 DESIGN OF SKIRT FOR INNER VESSEL :(REF : PRESSURE VESSEL DESIGN HAND BOOK - BY H.H. BEDNAR )
B4.1 DESIGN DATA :
SR. NO. DESCRIPTION SYMBOL VALUE UNIT1 EMPTY WEIGHT We 403780 N2 OPERATING WEIGHT Wo 2732707 N3 SKIRT HEIGHT FROM DISHED END BOTTOM (MAX) Hsk 435 mm4 C.G. OF VESSEL ABOVE BASE = H/2 + Hsk C.G. 12028 mm7 SEISMIC FORCE AT BASE Fe 271626 N8 SEISMIC MOMENT AT BASE Me 4275906 N m9 MEAN DIA OF SKIRT = Di + ts Dsk 4113 mm
10 THICKNESS OF SKIRT tsk 13 mm11 OUTSIDE DIAMETER OF SKIRT Do 4126 mm12 CODE ALLOWABLE STRESS FOR SKIRT # S 115 MPa
# AS PER PAGE 82, LINE NO. 38 OF ASME SEC. II PART D.
ALLOWABLE LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL :( AS PER UG -23 ( b ) OF ASME SEC. VIII DIV. 1 )
A = 0.125 / (Do / (2*tsk))= 0.125/(4126/(2*13))
= 0.000788
FROM TABLE HA-1 OF ASME SEC II PART D SUBPART 3 FOR ABOVE VALUE OF A
B = 5.56E+01 Mpa= 567.31 Kg/cm2
ALLOWABLE LONGITUDINAL COMPRESSIVE STRESS = MIN OF ( S , B ) = 55.631 MPa
LONGITUDINAL STRESS IN SKIRT SHELL :
LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL =
= 2732706.6/(3.14*4113*13) +4*4275906.3/(3.14*4113*4113*13) = 16.27 + 24.75583 = 41.02 Mpa
0.737 < 1
LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL( CHECK FOR OPENING )
M = MAX. OF Me & Mw M = 4275906.30 Nm Y = MAX. WIDTH OF UNREINFORCED OPENING IN SKIRT = 1000 mm
SLONG = LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL== 2732706.6/(3.14*4113-1000)*13 +4275906.3*1000/((3.14*4113^2/4)
-(1000-4113/2))*13)= 17.6329 + 29.2893= 46.9222 Mpa
SLONGCOMP/SAL = 0.8435< 1
SAL =
SLONG =Wo / ( p * Dsk * tsk ) + 4 * Me / ( p * Dsk 2 * tsk )
SLONG / SAL =
Wo / [(p* Dsk-Y)*tsk] + M / {[p*Dsk2 / 4)-(Y*Dsk/2)]*tsk}
B 5.1 CALCULATION FOR SIZE OF TWISTED FLAT FOR SUSPENSION
SYMBOL DESCRIPTION FORMULA UNITMODEL
V5042ACVg GROSS CAPACITY Ltrs 311448
Vnet NET CAPACITY Ltrs 295876We EMPTY WT. OF INNER VESSEL Kg 39200
- OPERATING MEDIUM - LIN/LOX/LAR
r MAX. SP. GRAVITY OF OP. MED. - 1.398Wo OPER. WT. OF INNER VESSEL *1.2 Kg 543401N NO. OF TWISTED FLAT SUPPORTS Nos 8W WIDTH mm 100t THICKNESS mm 10A CROSS SECTIONAL AREA A = W*t*N MM2 8000
st INDUCED TENSILE STRESS MPa 666Sa ALLOWABLE STRESS MPa 115Sr STRESS RATIO - 5.79
Wo=We + Vnet * r
st = Wo/A
Sr = st/Sa
C1. DESIGN SUMMARY (2:1 ELLIPSOIDAL)
SF = 50THK MIN.** = 13THK. NOM. = 18
** FOR CROWN AND KNUCKLE PORTION ONLY.
I.D.2660 22 THK.
7600
WL
TO
WL
TWISTED FLAT 10MM THKWITH 28 MM THK PAD
SF = 50THK MIN.** = 13THK. NOM. = 18
VOLUME : GROSS VOLUME 5.0103E+10
NET VOLUME 4.7598E+10
WEIGHTS : EMPTY WEIGHT OF I. V. KG 15500WT. OF I.V. WITH LIN. KG 54007WT. OF I.V. WITH LOX. KG 69810WT. OF I.V. WITH LAR KG 82042
NO OF PADS FOR TWISTED FLAT SUSPENTION SYS. = 4LOAD ON EACH PAD =
WT.OF I.V.WITH LAR / NO OF PADS=82043/4
= 20511 KG
WE HAVE CONSIDERED LOAD Fx = 20600 KG
LOAD IN Fy DIRECTION = Fx/COS(60)*=20600/COS(60)*
WE HAVE CONSIDERED LOAD Fz = 41200 KG
MM3
MM3
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B3. SEISMIC LOAD CALCULATIONS :
REF. : IS : 1893, (PART 1) 2002; CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES.
SEISMIC ZONE - I I I
SYMBOL DESCRIPTION FORMULA UNIT VALUE
Wo OPERATING WEIGHT WE + W LIN Kg 278563
CATEGORY II
I IMPORTANCE FACTOR (Table 6) - 1.0
DAMPING % 2.0
Z SEISMIC ZONE FACTOR (Table 2) - 0.16
Sa/g AV. ACCELRATION COEFF. - 2.5
R RESPONSE REDUCTION FACTOR 4
Ah HORIZONTAL SEISMIC CO-EFFICIENT (Clause 6.4.2) 0.05
[ Ah = Z* I * (Sa/g)/2*R]
Feiv SEISMIC FORCE Ah*Wo Kg 13928.17
SAY Kg 13930
Hiiv OVERALL HEIGHT OF I.V. m 23.186
Hsk HEIGHT OF SKIRT m 1.2
Hcg HEIGHT OF CG OF SEISMIC LOAD FROM BOTTOM OF m 16.257
I.V. SKIRT 2/3 (Hiiv +Hsk)
Me SEISMIC MOMENT AT BASE Feiv * Hcg Kg-m 226465
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B3. SEISMIC LOAD CALCULATIONS :
REF. : IS : 1893, (PART 4) 2005; CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES.
BASED ON SITE SPECIFIC SPECTRA FOR PUNJAB REFINERY PROJECT BHATINDAREF: EIL Doc No. 6812-9-2554-0138
SYMBOL DESCRIPTION FORMULA UNIT VALUE
Wo OPERATING WEIGHT WE + W LIN Kg 278563
CATEGORY II
I IMPORTANCE FACTOR (Table 2) - 1.75
DAMPING % 2.0
Z/2 WHEN USING SITE SPECIFIC SPECTRA 1
Sa/g * 0.26
R RESPONSE REDUCTION FACTOR 3
Ah HORIZONTAL SEISMIC CO-EFFICIENT (Clause 8.3.1)0.1516667
Ah = [Sa/g] / (R/I)
Feiv SEISMIC FORCE Ah*Wo Kg 42248.78
SAY Kg 42250
Hiiv OVERALL HEIGHT OF I.V. m 23.186
Hsk HEIGHT OF SKIRT m 1.2
Hcg HEIGHT OF CG OF SEISMIC LOAD FROM BOTTOM OF m 16.257
I.V. SKIRT 2/3 (Hiiv +Hsk)
Me SEISMIC MOMENT AT BASE Feiv * Hcg Kg-m 686872
SPECTRAL ACCELERATION COEFFICIENTS BASED ON SITE SPECIFIC SPECTRA FOR BHATINDA (CONSIDERING HIGHER COEFFICIENT)
B4 DESIGN OF SKIRT FOR INNER VESSEL :(REF : PRESSURE VESSEL DESIGN HAND BOOK - BY H.H. BEDNAR )
B4.1 DESIGN DATA :
SR. NO. DESCRIPTION SYMBOL VALUE UNIT1 EMPTY WEIGHT We 403780 N2 OPERATING WEIGHT Wo 2732707 N3 SKIRT HEIGHT FROM DISHED END BOTTOM (MAX) Hsk 1400 mm4 C.G. OF VESSEL ABOVE BASE = H/2 + Hsk C.G. 12993 mm7 SEISMIC FORCE AT BASE Fe 414303 N8 SEISMIC MOMENT AT BASE Me 6735470 N m9 MEAN DIA OF SKIRT = Di + ts Dsk 4113 mm
10 THICKNESS OF SKIRT tsk 14 mm11 OUTSIDE DIAMETER OF SKIRT Do 4127 mm12 CODE ALLOWABLE STRESS FOR SKIRT # S 138 MPa
# AS PER PAGE 82, LINE NO. 38 OF ASME SEC. II PART D.
ALLOWABLE LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL :( AS PER UG -23 ( b ) OF ASME SEC. VIII DIV. 1 )
A = 0.125 / (Do / (2*tsk))= 0.125/(4127/(2*14))
= 0.000848
FROM TABLE HA-1 OF ASME SEC II PART D SUBPART 3 FOR ABOVE VALUE OF A
B = 5.74E+01 Mpa= 585.79 Kg/cm2
ALLOWABLE LONGITUDINAL COMPRESSIVE STRESS = MIN OF ( S , B ) = 57.442 MPa
LONGITUDINAL STRESS IN SKIRT SHELL :
LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL =
= 2732706.6/(3.14*4113*14) +4*6735470.10066667/(3.14*4113*4113*14) = 15.11 + 36.21034 = 51.32 Mpa
0.893 < 1
LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL( CHECK FOR OPENING )
M = MAX. OF Me & Mw M = 6735470.10 Nm Y = MAX. WIDTH OF UNREINFORCED OPENING IN SKIRT = 1000 mm
SLONG = LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL== 2732706.6/(3.14*4113-1000)*14+6735470.10066667*1000/((3.14*4113^2/4)
-(1000-4113/2))*14)= 16.3734 + 42.84144= 59.2148 Mpa
SAL =
SLONG =Wo / ( p * Dsk * tsk ) + 4 * Me / ( p * Dsk 2 * tsk )
SLONG / SAL =
Wo / [(p* Dsk-Y)*tsk] + M / {[p*Dsk2 / 4)-(Y*Dsk/2)]*tsk}
2:1 ELLIPSOIDALC1. DESIGN SUMMARY SF = 50 mm
THK MIN. = 14 mmTHK. NOM. = 18 mm
I.D. 4100 13 THK.
21
00
0 W
L T
O W
L
13 THK.
VOLUME : GROSS VOLUME 311448
NET VOLUME 295876
WEIGHTS : EMPTY WEIGHT OF I. V. KG 39200OPERATING WEIGHT OF IV KG 278563
m3
m3
B
PCV2 SIZE CALCULATIONS BASED ON LOSS OF VACUUM AT AMBIENT 55 DEG CVERTICAL CRYOGENIC TANK (MODEL NO V16610AC)
DESIGN DATAModel No - -Net capacity VN LitresFluid - -Density of fluid SGL Kg / Ltrs.Latent heat of vaporisation Lo Kcal / KgOutside surface temperature TAInside temperature of fluid TB
TA-TB
INNER VESSELTL - TL Length LIO MInside diameter DII MOutside diameter DIO MThickness of dished end THI M
AIIAIO
Mean surface area of dished end = Sqrt(AII * AIO) AIM
OUTER VESSELInside diameter DOI MOutside diameter DOO MThickness of dished end THO M
AOIAOO
Mean surface area of dished end = Sqrt(AOI * AOO) AOM
INSULATIONMean area of top insulation space = Sqrt(AIM * AOM) AMTMean area of bottom insulation space = Sqrt(AIM * AOM) AMBMean thickness of top insulation space ET MMean thickness of bottom insulation space EB M
SUPPORT SYSTEMNo of rosins NRArea of one rosin ARLength of rosin LR MNo of SKIRTS NL Area of SKIRT ALLength of Lskirt LL MFilm co-efficient of heat transfer between fluid and inner vessel HL
THERMAL CONDUCTIVITY Inner vessel KSOuter vessel KC
Perlite KPRosin KTLeg and supporting bar KL
oC oC oC
Inner surface area of dished end = 1.2 * p / 4 * DII2 M2
Outer surface area of dished end = 1.2 * p / 4 * DIO2 M2
M2
Inner surface area of dished end = 1.2 * p / 4 * DOI2 M2
Outer surface area of dished end = 1.2 * p / 4 * DOO2 M2
M2
M2
M2
M2
M2
KCal/M2HroC
KCal/MHroCKCal/MHroCKCal/MHroCKCal/MHroCKCal/MHroC
CALCULATIONSHeat loss of straight part of inner vessel =
Q1 Kcal / Hr 2 + ln(DIO/DII) + ln(DOI/DIO) + ln(DOO/DOI) HL * DII KS KP KCHeat loss from top dished end =
Q2 Kcal / HrAOO * (TA - TB)
AOO + THI * AOO + ET * AOO + THO * AOO HL* AII KS * AIM KP * AMT KC * AOMHeat loss from bottom dished end =
Q3 Kcal / HrAOO * (TA - TB)
AOO + THI * AOO + EB * AOO + THO * AOO HL* AII KS * AIM KP * AMT KC * AOM
Heat loss from rosin support = NR * AR * KT * ( TA - TB ) / LR QR Kcal / Hr
Heat loss from leg support = NL * AL * KL * ( TA - TB ) / LL QL Kcal / Hr
Heat loss from supporting bar=NS * AS * KL * ( TA - TB ) / LS QS Kcal / Hr
QP Kcal / HrHeat gain from inside piping =
(Sum of sectional area / length)*KL*(TA-TB)
Total heat loss = Q1 + Q2 + Q3 + QR + QL + QS + QP Q Kcal / Hr
Liquid loss per day = Q * 24 / (Lo * SGL) Ltrs. / Day
2*p*LIO*(TA - TB)
V LOSS
PCV2 SIZE CALCULATIONS BASED ON LOSS OF VACUUM AT AMBIENT 55 DEG CVERTICAL CRYOGENIC TANK (MODEL NO V16610AC)
DESIGN DATAV16610AC
166632LN2
0.80947.655
-196251
14.853.5503.5660.010
11.87811.98511.931
4.5004.5280.018
19.08519.32319.204
15.13715.1370.7001.100
160.004534
0.4671
0.11171.2001000
7.00046.000
0.03000.252
10.000
INDEXSR. NO. DESCRIPTION PAGE NOS.
i CALCULATION COVER SHEET i
ii INDEX ii
DESIGN OF OUTER VESSEL
1.0 DESIGN DATA FOR OUTER VESSEL STRENGTH CALCULATION 1
2.0 CHECK FOR DISHEND THICKNESS 2
3.0 CHECK FOR SHELL THICKNESS 2
4.0 CHECK FOR STIFFENER RINGS PROPERTIES 3
5.0 WIND LOAD CALCUALTIONS 4
6.0 SEISMIC LOAD CALCULATIONS 5
7.0 DESIGN OF SKIRT FOR OUTER VESSEL 6
7.1 DESIGN OF SKIRT SHELL 7
7.2 DESIGN OF BASE RING 8
7.3 DESIGN OF TOP COMPRESSION RING 10
7.4 DESIGN OF ANCHOR BOLTS 10
8.0 TRUNNION LIFTING LUG CALCULATION 11
5.0 OUTER VESSEL WEIGHT CALCULATIONS :
SYMBOL PARTICULARS FORMULA UNIT VALUE
Ws WT. OF SHELL CYLINDER KG 25828B.D. BLANK DIA. OF DISHED ENDS (Di+2*th)+(Di+2*th)/24 mm 5159
+ 2/3*(r+th)+2*S.F.
Wh WT. OF DISHED ENDS : KG 5908Wst WT. OF STIFFNERS 4900Wex WT. OF SUPPORT, LEG, LUG, KG 500
PAD, PIPEING, VALVES, ETC.Wov WT. OF OUTER VESSEL Ws + Wh + Wst + Wex KG 37136
WeTOTAL EMPTY WT. OF EQUP. Wiv + Wov + Wp KG 95136
SAY = KG 95200
Wo OPERATING WEIGHT OF EQUIP.KG 334563
say 334800
p * (Di+ts) * Ls * ts * r s
2 * p/4* (B.D.)2 * th *rs
We + WL
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DESIGN OF OUTER VESSEL :
1.0 DESIGN DATA FOR OUTER VESSEL STRENGTH CALCULATION:
DESIGN CODE : ASME SECTION VIII DIV.1,ED-2007,ADD 2008M.O.C. FOR SHELL SA 516 GR 60M.O.C. FOR HEAD SA 516 GR 60CONTENT PERLITE. + VACUUMWORKING PRESSURE VACUUMSECTION OF STIFFNING RING ISA 100 x 100 x 12
SR. NO. DESCRIPTION SYMBOL VALUE UNIT
1DESIGN PRESSURE ( EXTERNAL)
Po 1.055 Kg/cm2(g)1A Po 0.1033 Mpa(g)2 INSIDE DIAMETER Di 5000 mm3 W.L. TO W.L. LENGTH Ls 22500 mm4 SHELL THICKNESS ts 14 mm5 INSIDE CROWN RADIUS R 4000 mm6 INSIDE KNUCKLE RADIUS r 500 mm7 S. F. OF DISHED ENDS S.F. 50 mm8 MINIMUM THICKNESS OF HEAD th min. 15 mm9 NOMINAL THICKNESS OF HEAD th 18 mm
10 CORROSION ALLOWANCE c 3 mm11 MODULUS OF ELASTICITY E 29000000 PSI12 MAX. UNSUPPORTED LENGTH OF VESSEL L 1000 mm13 CROSS-SECTIONAL AREA OF STIFFNER RING As 22.5914 DIST. OF C.G. OF STIFFNER FROM VESSEL WALL CG 70.8 mm15 MOMENT OF INERTIA OF STIFFNER RING 20716 SP. GRAVITY OF VESSEL MATERIAL 7.85 -17 DESIGN TEMPERATURE 0 to+ 65 deg. C18 BASIC WIND SPEED Vb 45 m/s
cm2
Is cm4 r s
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2.0 CHECK FOR DISHEND THICKNESS : (UG-33(e) & L-6.2 OF ASME SEC.VIII DIV. 1)
SYMBOL PARTICULARS FORMULA UNIT VALUE
thc CORRODED THICKNESS OF DISHEND th min - c mm 12Ro OUTSIDE CROWN RADIUS OF D'END R + th min. mm 4015A FACTOR A 0.125/(Ro/thc) 0.000374B FACTOR B FROM TABLE. CS-2 OF Mpa(g) 3.88E+01
ASME SEC. II, PART DPa MAXIMUM ALLOWABLE EXTERNAL B/(Ro/thc) Mpa(g) 0.1161
WORKING PRESSURE
ACTUAL EXTERNAL PRESSURE = 0.1013 Mpa(g) < 0.1161 Mpa(g)HENCE DISHEND THICKNESS PROVIDED = 15 mm MIN. IS O.K.
3.0 CHECK FOR SHELL THICKNESS : (UG-28 OF ASME SEC. VIII DIV. 1)
SYMBOL PARTICULARS FORMULA UNIT VALUE
Do OUTSIDE DIAMETER OF SHELL Di + 2 * ts mm 5028tsc CORRODED THICKNESS OF SHELL ts - c mm 11Do/t Do / tsc 457.09L/Do L / Do 0.199
A FACTOR A FROM TABLE. G OF 0.0006 ASME SEC. II PART D
B FACTOR B FROM TABLE CS-2 OF Mpa(g) 6.20E+01ASME SEC. II, PART D
Pa MAXIMUM ALLOWABLE EXTERNAL 4*B/(3*(Do/t)) Mpa(g) 0.181WORKING PRESSURE
ACTUAL EXTERNAL PRESSURE = 0.1013 Mpa (g) < 0.181 Mpa (g)HENCE SHELL THICKNESS PROVIDED = 14 MM IS O.K.
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4.0 CHECK FOR STIFFENER RINGS PROPERTIES (UG-29 OF ASME SEC. VIII. DIV. 1)
4.1 DETERMINATION OF REQUIRED MOMENT OF INERTIA
SYMBOL PARTICULARS FORMULA UNIT VALUE
P DESIGN EXT. PRESSURE -Po Mpa(g) 0.1033Do OUTSIDE DIA. OF SHELL Di + 2 * ts mm 5028t CORODED SHELL THICKNESS ts - c mm 11
As C/S AREA OF STIFFNER As 2259Ls DIST. BETWEEN LINE OF SUP. L mm 1000B FACTOR B 3/4*(P*Do)/(t+As/Ls) Mpa(g) 29.38A FACTOR A FROM TABLE. CS-2
OF ASME SEC. II PART D 0.000303CORRESPONDING TO BREQUIRED M.I. OF 9331757 RING + SHELL 933.176
CONVERSION: 1 PSI = 0.00689 Mpa(g)
4.2 DETERMINATION OF MOMENT OF INERTIA PROVIDED
W
SYMBOL PARTICULARS FORMULA UNIT VALUE
W EFFECTIVE WIDTH OF SHELL 1.1 * SQRT(Do * t) mm 258.69COMBINED C.G. DISTANCE mm 39.266PROVIDED COMBINED M.I. 9401281.1
940
<PROVIDED COMBINED MOMENT OF INERTIA IS MORE THAN REQUIRED COMBINED MOMENT OF INERTIA HENCE SELECTED SECTION OF STIFFNER RING IS O.K.
mm2
Is' (Do2 * Ls * (t+As/Ls) * A)/10.9 mm4 cm4
Xbar [W*t2/2 + As*(t+CG)]/[W*t+As]Is' pro W * t * [t/2 - Xbar]2 + Is mm4
+ As*(CG+t - Xbar)2 cm4
Is' Is' pro
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5. WIND LOAD CALCULATIONS: (AS PER CLAUSE 8 OF IS 875 PART 3, 1987)
AS PER FIG. - 1 (LOCATION : BHATINDA,PUNJAB)
BASIC WIND SPEED Vb = 47 m/S
PROBABILITY FACTOR (K1) = 1.07 AS PER CLAUSE 5.3.1 AND TABLE - 1
STRUCTURE SIZE FACT. (K2) = 1.07 AS PER CLAUSE 5.3.2 REFERE TABLE - 2
TERRAIN HEIGHT AND STRUCTURE SIZE FACTOR
CATEGORY : 2 CLASS : A
TOPAGRAPHY FACTOR ( K3) = 1.0
DESIGN WIND PRESSURE : Vz = K1 * K2 * K3 * Vb 53.8103 m/S
WIND PRESSURE Pz = 0.6 * Vz2 1737.329 N/m2 177.2 kg/m2
WIND RESISTING DIAMETER B = Do = Di + 2*ts 5028 mm5.028 m
HEIGHT OF O.V FROM BASE, H = Ls+2*S.F+2*Ho+Hsp 25986 mm
Vd * b = Vz * H = 1398.31 m2 / SEC > 6 M2 / SEC
Height/widtH / Do = 5.168
HENCE, FORCE COEFFICIENTS Cf = 0.5 (REFER : TABLE 23 ) HOWEVER CONSIDER = 0.7
EFFECTIVE FRONTAL AREA Ae = Do * H 130.658 m2
WIND SHEAR AT BASE FWT = Cf * Ae * Pz= 16206.8 kg
SAY = 16300 kg
WIND MOMENT AT BASE MWT = Fw * C.G= 223603 kg-m
SAY = 223610 kg-m
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6. SEISMIC LOAD CALCULATIONS :
REF. : IS : 1893, (PART1) 2002 ; CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES.
SEISMIC ZONE - I I I
SYMBOL DESCRIPTION FORMULA UNIT VALUE
Wo OPERATING WEIGHT WO + W LIN Kg 199765
CATEGORY III IMPORTANCE FACTOR (Table 6) - 1.0
DAMPING % 2.0Z SEISMIC ZONE FACTOR (Table 2) - 0.16
Sa/g AV. ACCELRATION COEFF.- 2.5
R RESPONSE REDUCTION FACTOR 4Ah HORIZONTAL SEISMIC CO-EFFICIENT (Clause 6.4.2 ) 0.0500
[ Ah = Z I Sa / 2 R g ] Feov SEISMIC FORCE Ah*Wo Kg 9988.25
SAY Kg 9990Hio OVERALL HEIGHT OF O.V. Ls+2*S.F+2*Ho+Hsp m 25.986Hcg HEIGHT OF CG OF SEISMIC LOAD FROM BOTTOM OF m 13.718
O.V. ( Ls+2*S.F+2*Ho)/2 +HspMe SEISMIC MOMENT AT BASE Feov * C.G Kg-m 137043
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7.0 DESIGN OF SKIRT FOR OUTER VESSEL :
M.O.C. FOR SKIRT : IS 2062 GR B REF. DRG. NO. 1010922004-V-024A REV 02
SR. DESCRIPTION SYM- VALUE UNITNO BOL1 EMPTY WEIGHT (Minimum Weight) We 71700 kg
2 Wo 199765 kg
3 HEIGHT OF SKIRT ABOVE BASE Hsp 1275 mm
4 C.G. OF VESSEL ABOVE BASE C.G. 10590 mm
5 WIND FORCE AT BASE Fw 160884 N
6 WIND MOMENT AT BASE Mw 2207054 Nm
7 SEISMIC FORCE AT BASE Fe 98002 N
8 SEISMIC MOMENT AT BASE Me 1344390 Nm
9 O.D OF SKIRT Do 4125 mm
10 THICKNESS OF SKIRT tsk 12 mm
11 MEAN DIA OF SKIRT = Di + tsk Dsk 4113 mm
12 WIDTH OF BASE PLATE b 132 mm
13 THICKNESS OF BASE PLATE 25 mm
14 THICKNESS OF TOP PLATE 25 mm
15 THICKNESS OF GUSSET tg 12 mm
16 NO. OF ANCHOR BOLTS Nb 16 NOS.
17 SIZE OF ANCHOR BOLTS M 24 Inch18 ROOT AREA OF ONE BOLT Ab 324
19 PITCH CIRCLE DIAMETER (PCD) OF ANCHOR BOLTS pcd 4235 mm
20 DESIGN TEMPERATURE (MINIMUM / MAXIMUM) T 0 / 65 deg C21 PERMISSIBLE TENSILE STRESS IN BOLT f 120022 PERMISSIBLE SHEAR STRESS IN BOLT fs 80023 TENSILE STRENGHT OF IS 2062 Gr B 4181.124 YIELD STRENGHT OF IS 2062 Gr B FOR SKIRT 2549.525 CODE ALLOWABLE STRESS FOR SKIRT S 1194.6
26 BASE / TOP PLATE YIELD STRENGTH fy 2447.5
27 ALLOWABLE BEARING PRESSURE FOR CONCRETE fbp 50.0
OPERATING WEIGHT
tb
tt
mm2
kg/cm2
kg/cm2
fT kg/cm2
fY kg/cm2
kg/cm2
kg/cm2
kg/cm2
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7.1 DESIGN OF SKIRT SHELL :
ALLOWABLE LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL:
(As per UG-23(b) of ASME SEC. VIII DIV.1)
A = 0.125/(Do / (2*tsk))
= 0.125/(4125/(2*12))
= 7.273E-04
FROM TABLE CS-2 OF ASME SEC IID, SUBPART 3 (FOR ABOVE VALUE OF A)
B = 84.31 Mpa
= 860.32
ALLOWABLE LONGITUDINAL COMPRESSIVE STRESS= MIN OF (S, B)
= 860.32
LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL:M = MAX OF Me & Mw
= 2207054 Nm= 225060 kgm
LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL== 199765*100/(3.14*4113*12)+4*2207053.8*10*E+05/(3.14*4113^2*12)/9.80665= 128.83 + 141.16= 269.99
0.31< 1
LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL (CHECK FOR OPENING):
M = MAX OF Me & MwM = 2207054 Nm
= 225057 kg m
Y = MAX. WIDTH OF UNREINFORCED OPENING IN SKIRT= 3200 mm
LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL==
= 450.93
0.52< 1
kg/cm2
SAL =
kg/cm2
SLONG =Wo*100 / (p * Dsk * tsk) + 4 * M *105/ (p * Dsk2 * tsk)
kg/cm2
SLONG / SAL =
SLONG =Wo*100 / [(p * Dsk - Y) * tsk] + M *105 / { [(p * Dsk2 /4) - (Y * Dsk /2 ) ] * tsk}199765*100/[(3.14*4113-3200)*12]+225056.86*100000/{[(3.14*4113^2/4)-(3200*4113/2)]*12}
kg/cm2
SLONG / SAL =
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7.2 DESIGN OF BASE RING :
p = BEARING PRESSURE DUE TO M AND Wo==
= 12.83 + 11.71= 24.55 kg/cm2< 50.00
n = WIDTH OF BASE PLATE AT OUT SIDE OF SKIRT= 70 mm
a = WIDTH OF BASE PLATE AT INSIDE OF SKIRT= 50 mm
fbb = MAX BENDING STRESS IN BASE RING(INNER PORTION)== (24.55*50*50/2)/(25*25/6)= 294.60< 2170.10 (1.33*2/3 * fy)
C3 = WIDTH OF BASE PLATE = 50 mm (INNER PROJECTION PROVIDED)
C2 = WIDTH OF BASE PLATE = 70 mm (OUTSIDE PROJECTION PROVIDED)
g = BOLT DIST. FROM FACE OF SKIRT = 55 mm
pcd = 2*g + Do= 4235 mm
Bp = ACTUAL BEARING PRESSURE= 24.55
fb = PERMISSIBLE BENDING STRESS OF BASE PLATE= 0.66 * fy= 1615.34
Mbp = BENDING MOMENT IN BASE PLATE DUE TO "Bp"
== (24.55*50*50/200)= 306.88
tb1 req. = REQUIRED THICKNESS OF BASE PLATE (FOR INSIDE PROJECTION )
= SQRT ( 6 * Mbp / fb)
4*M *105/ (p * Dsk2)/b + Wo *100 / (p * Dsk)/b4*225056.86*100000/(3.14*4113^2)/132+199765*100/(3.14*4113)/132
kg/cm2
(p*a2/2) / (tb2/6)
kg/cm2
kg/cm2
Bp * C32 / 2
kg /cm2
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= 1.0676 cm= 10.676 mm
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DETERMINATION OF THICKNESS REQUIRED FOR OUTSIDE PROJECTION
B.S == 831.6 mm
i.e. l / b (REF. PROCESS EQUIP. DESIGN BY BROWNELL & YOUNG)= 0.0842
HENCE, FROM TABLE 10.3 OF THE REF.
Mx = -0.02440 /100= -0.0244*24.55*(831.55/100)^2/100= -4142.1 kg cm/cm
My = 0.48190 /100
= 0.4819*24.55*70*70/100
= 579.7 kg cm/cm
Mmax = MAX OF (Mx,My)= 579.7 kg cm/cm
tb2 req. = REQUIRED THICKNESS OF BASE PLATE ( FOR OUTSIDE PROJECTION)= SQRT ( 6 * Mmax / (1.33*fb))= 1.27 cm= 12.72 mm
tb pro. = 25 mm> 12.724 mm (HENCE SAFE)
p * pcd / Nb
C2 / B.S =
* Bp * B.S2
* Bp * C22
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7.3 DESIGN OF TOP COMPRESSION PLATE :
FULL BOLT LOAD= Ab * f /100= 3888 kg
HOLE DIA IN TOP PLATE = 36 mm
c = CLEAR DISTANCE BETWEEN TWO VERTICAL GUSSETS= 80 mm
N = 100 (OUTSIDE PROJECTION PROVIDED)
fbt = MAX BENDING STRESS IN TOP PLATE== 194.40< 1631.65 (2/3 * fy)
7.4 DESIGN OF ANCHOR BOLTS :
TENSILE LOAD ON ANCHOR BOLTS DUE TO WIND LOADING (EMPTY):Tb1= 4 * Mw /pcd - We
= 140883 kg
TENSILE LOAD ON ANCHOR BOLTS DUE TO SEISMIC LOADING (OPERATING):Tb2= 4 * Me / pcd - Wo
= 4 * (1344390.0642 / 9.806 ) / (4235/1000) - 199765= -70274 kg (NEGATIVE VALUE INDICATES COMPRESSION)
Tb2 < Tb1 HENCE WIND LOAD GOVERNS ANCHOR BOLT DESIGNTb= Tb1
= 140883 kg
Ar= REQUIRED BOLT AREA= Tb / f*Nb= 7.34= 733.8 mm2< 324 mm2
Ab > Ar ,HENCE DESIGN IS SAFE.
CHECK FOR SHEAR IN ANCHOR BOLT
SHEAR STRESS IN ANCHOR BOLT DUE TO SEISMIC FORCEFs = Fe / Nb *Ab
= 192.79 < 800 kg/cm2
HENCE , DESIGN IS SAFE .
FBOLT =
dh =
(FBOLT * c) / (4 * (N - dh) * tt2)*100
kg/cm2
cm2
kg/cm2
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5. WIND LOAD CALCULATIONS: (AS PER CLAUSE 8 OF IS 875 PART 3, 1987)
AS PER FIG. - 1 (LOCATION : BHATINDA,PUNJAB)
BASIC WIND SPEED Vb = 47 m/S
PROBABILITY FACTOR (K1) = 1.07 AS PER CLAUSE 5.3.1 AND TABLE - 1
STRUCTURE SIZE FACT. (K2) = 1.07 AS PER CLAUSE 5.3.2 REFERE TABLE - 2
TERRAIN HEIGHT AND STRUCTURE SIZE FACTOR
CATEGORY : 2 CLASS : A
TOPAGRAPHY FACTOR ( K3) = 1.0
DESIGN WIND PRESSURE : Vz = K1 * K2 * K3 * Vb 53.8103 m/S
WIND PRESSURE Pz = 0.6 * Vz2 1737.329 N/m2 177.2 kg/m2
WIND RESISTING DIAMETER B = Do = Di + 2*ts 5028 mm5.028 m
HEIGHT OF O.V FROM BASE, H = Ls+2*S.F+2*Ho+Hsp 26161 mm
Vd * b = Vz * H = 1407.73 m2 / SEC > 6 M2 / SEC
Height/widtH / Do = 5.203
HENCE, FORCE COEFFICIENTS Cf = 0.5 (REFER : TABLE 23 ) HOWEVER CONSIDER = 0.7
EFFECTIVE FRONTAL AREA Ae = Do * H 131.538 m2
WIND SHEAR AT BASE FWT = Cf * Ae * Pz= 16315.9 kg
SAY = 16400 kg
WIND MOMENT AT BASE MWT = Fw * C.G= 224975 kg-m
SAY = 224980 kg-m
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6. SEISMIC LOAD CALCULATIONS :
REF. : IS : 1893, (PART 4) 2005 ; CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES.
BASED ON SITE SPECIFIC SPECTRA FOR PUNJAB REFINERY PROJECT BHATINDAREF: EIL Doc No. 6812-9-2554-0138
SYMBOL DESCRIPTION FORMULA UNIT VALUE
Wo OPERATING WEIGHT WO + W LIN Kg 199765
CATEGORY III IMPORTANCE FACTOR (Table 2) - 1.75
DAMPING % 2.0Z/2 WHEN USING SITE SPECIFIC SPECTRA 1T TIME PERIOD (sec) FOR 65 feet VERTICAL VESSEL 0.80
Sa/g 0.17
R
3
Ah HORIZONTAL SEISMIC CO-EFFICIENT (Clause 8.3.1 )0.0992
Ah = [Sa/g] / (R/I)Feov SEISMIC FORCE Ah*Wo Kg 19810
SAY Kg 19820Hio OVERALL HEIGHT OF O.V. Ls+2*S.F+2*Ho+Hsp m 26.161Hcg HEIGHT OF CG OF SEISMIC LOAD FROM BOTTOM OF m
13.718O.V. ( Ls+2*S.F+2*Ho)/2 +Hsp
Me SEISMIC MOMENT AT BASE Feov * C.G Kg-m 271891
SPECTRAL ACCELERATION COEFFICIENTS BASED ON SITE SPECIFIC SPECTRA FOR BHATINDA FOR T = 0.800
RESPONSE REDUCTION FACTOR FOR MECHANICALLY ANCHORED STEEL VESSELS
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7.0 DESIGN OF SKIRT FOR OUTER VESSEL :
M.O.C. FOR SKIRT : IS 2062 GR B REF. DRG. NO. 1010922004-V-024A REV 02
SR. DESCRIPTION SYM- VALUE UNITNO BOL1 EMPTY WEIGHT (Minimum Weight) We 71700 kg
2 Wo 199765 kg
3 HEIGHT OF SKIRT ABOVE BASE Hsp 1275 mm
4 C.G. OF VESSEL ABOVE BASE C.G. 10590 mm
5 WIND FORCE AT BASE Fw 160818 N
6 WIND MOMENT AT BASE Mw 2206154 Nm
7 SEISMIC FORCE AT BASE Fe 194355 N
8 SEISMIC MOMENT AT BASE Me 2666161 Nm
9 O.D OF SKIRT Do 4125 mm
10 THICKNESS OF SKIRT tsk 12 mm
11 MEAN DIA OF SKIRT = Di + tsk Dsk 4113 mm
12 WIDTH OF BASE PLATE b 132 mm
13 THICKNESS OF BASE PLATE 25 mm
14 THICKNESS OF TOP PLATE 25 mm
15 THICKNESS OF GUSSET tg 12 mm
16 NO. OF ANCHOR BOLTS Nb 16 NOS.
17 SIZE OF ANCHOR BOLTS M 2418 ROOT AREA OF ONE BOLT Ab 324
19 PITCH CIRCLE DIAMETER (PCD) OF ANCHOR BOLTS pcd 4235 mm
20 DESIGN TEMPERATURE (MINIMUM / MAXIMUM) T 0 / 65 deg C21 PERMISSIBLE TENSILE STRESS IN BOLT (STUD) # 175422 PERMISSIBLE SHEAR STRESS IN BOLT (STUD) fs 122723 TENSILE STRENGHT OF IS 2062 Gr B 4181.124 YIELD STRENGHT OF IS 2062 Gr B FOR SKIRT 2549.525 CODE ALLOWABLE STRESS FOR SKIRT S 1194.6
26 BASE / TOP PLATE YIELD STRENGTH fy 2447.5
27 ALLOWABLE BEARING PRESSURE FOR CONCRETE fbp 50.0
# Bolt (Stud) material = SA193 B7
OPERATING WEIGHT
tb
tt
mm2
kg/cm2
kg/cm2
fT kg/cm2
fY kg/cm2
kg/cm2
kg/cm2
kg/cm2
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7.1 DESIGN OF SKIRT SHELL :
ALLOWABLE LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL:
(As per UG-23(b) of ASME SEC. VIII DIV.1)
A = 0.125/(Do / (2*tsk))
= 0.125/(4125/(2*12))
= 7.273E-04
FROM TABLE CS-2 OF ASME SEC IID, SUBPART 3 (FOR ABOVE VALUE OF A)
B = 84.31 Mpa
= 860.32
ALLOWABLE LONGITUDINAL COMPRESSIVE STRESS= MIN OF (S, B)
= 860.32
LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL:M = MAX OF Me & Mw
= 2666161 Nm= 271877 kgm
LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL== 199765*100/(3.14*4113*12)+4*2666160.8*10*E+05/(3.14*4113^2*12)/9.80665= 128.83 + 170.52= 299.35
0.35< 1
LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL (CHECK FOR OPENING):
M = MAX OF Me & MwM = 2666161 Nm
= 271873 kg m
Y = MAX. WIDTH OF UNREINFORCED OPENING IN SKIRT= 3000 mm
LONGITUDINAL COMPRESSIVE STRESS IN SKIRT SHELL==
= 486.13
0.57< 1
kg/cm2
SAL =
kg/cm2
SLONG =Wo*100 / (p * Dsk * tsk) + 4 * M *105/ (p * Dsk2 * tsk)
kg/cm2
SLONG / SAL =
SLONG =Wo*100 / [(p * Dsk - Y) * tsk] + M *105 / { [(p * Dsk2 /4) - (Y * Dsk /2 ) ] * tsk}199765*100/[(3.14*4113-3000)*12]+271872.74*100000/{[(3.14*4113^2/4)-(3000*4113/2)]*12}
kg/cm2
SLONG / SAL =
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7.2 DESIGN OF BASE RING :
p = BEARING PRESSURE DUE TO M AND Wo==
= 15.50 + 11.71= 27.22 kg/cm2< 50.00
n = WIDTH OF BASE PLATE AT OUT SIDE OF SKIRT= 70 mm
a = WIDTH OF BASE PLATE AT INSIDE OF SKIRT= 50 mm
fbb = MAX BENDING STRESS IN BASE RING(INNER PORTION)== (27.22*50*50/2)/(25*25/6)= 326.64< 2170.10 (1.33*2/3 * fy)
C3 = WIDTH OF BASE PLATE = 50 mm (INNER PROJECTION PROVIDED)
C2 = WIDTH OF BASE PLATE = 70 mm (OUTSIDE PROJECTION PROVIDED)
g = BOLT DIST. FROM FACE OF SKIRT = 55 mm
pcd = 2*g + Do= 4235 mm
Bp = ACTUAL BEARING PRESSURE= 27.22
fb = PERMISSIBLE BENDING STRESS OF BASE PLATE= 0.66 * fy= 1615.34
Mbp = BENDING MOMENT IN BASE PLATE DUE TO "Bp"
== (27.22*50*50/200)= 340.25
tb1 req. = REQUIRED THICKNESS OF BASE PLATE (FOR INSIDE PROJECTION )
= SQRT ( 6 * Mbp / fb)
4*M *105/ (p * Dsk2)/b + Wo *100 / (p * Dsk)/b4*271872.74*100000/(3.14*4113^2)/132+199765*100/(3.14*4113)/132
kg/cm2
(p*a2/2) / (tb2/6)
kg/cm2
kg/cm2
Bp * C32 / 2
kg /cm2
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= 1.1242 cm= 11.242 mm
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DETERMINATION OF THICKNESS REQUIRED FOR OUTSIDE PROJECTION
B.S == 831.6 mm
i.e. l / b (REF. PROCESS EQUIP. DESIGN BY BROWNELL & YOUNG)= 0.0842
HENCE, FROM TABLE 10.3 OF THE REF.
Mx = -0.02440 /100= -0.0244*27.22*(831.55/100)^2/100= -4592.6 kg cm/cm
My = 0.48190 /100
= 0.4819*27.22*70*70/100
= 642.7 kg cm/cm
Mmax = MAX OF (Mx,My)= 642.7 kg cm/cm
tb2 req. = REQUIRED THICKNESS OF BASE PLATE ( FOR OUTSIDE PROJECTION)= SQRT ( 6 * Mmax / (1.33*fb))= 1.34 cm= 13.40 mm
tb pro. = 25 mm> 13.398 mm (HENCE SAFE)
p * pcd / Nb
C2 / B.S =
* Bp * B.S2
* Bp * C22
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7.3 DESIGN OF TOP COMPRESSION PLATE :
FULL BOLT LOAD= Ab * f /100= 5683 kg
HOLE DIA IN TOP PLATE = 36 mm
c = CLEAR DISTANCE BETWEEN TWO VERTICAL GUSSETS= 80 mm
N = 100 (OUTSIDE PROJECTION PROVIDED)
fbt = MAX BENDING STRESS IN TOP PLATE== 284.15< 1631.65 (2/3 * fy)
7.4 DESIGN OF ANCHOR BOLTS :
TENSILE LOAD ON ANCHOR BOLTS DUE TO WIND LOADING (EMPTY):Tb1= 4 * Mw /pcd - We
= 140796 kg
TENSILE LOAD ON ANCHOR BOLTS DUE TO SEISMIC LOADING (OPERATING):Tb2= 4 * Me / pcd - Wo
= 4 * (2666160.79256 / 9.806 ) / (4235/1000) - 199765= 57039 kg
Tb2 < Tb1 HENCE WIND LOAD GOVERNS ANCHOR BOLT DESIGNTb= Tb2
= 140796 kg
Ar= REQUIRED BOLT AREA= Tb / f*Nb= 5.02= 501.7 mm2< 324 mm2
Ab > Ar ,HENCE DESIGN IS SAFE.
CHECK FOR SHEAR IN ANCHOR BOLT
SHEAR STRESS IN ANCHOR BOLT DUE TO SEISMIC FORCEFs = Fe / Nb *Ab
= 382.33 < 800 kg/cm2
HENCE , DESIGN IS SAFE .
FBOLT =
dh =
(FBOLT * c) / (4 * (N - dh) * tt2)*100
kg/cm2
cm2
kg/cm2
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8.0 Trunnion (lifting lug) Calculation.( Reference :-Pressure Vessel Design Manual ,Dennis R. Moss, III Edition (Procedure 7-8) )
Material of constuctionLug Material SA 106 Gr BPad material SA 516 Gr 70 Input Data
DESCIBTION VALUE UNIT
1 Applied equipment weight We 71700 Kg2 Pipe size 355.6 mm3 Pipe thk/Sch t1 19 mm4 Pad diameter d1 700 mm5 Pad thickness t2 14 mm6 Impact Factor Df 1.57 Total no.of lifting lug Nt 4 Nos.8 No. of lifting lug (under consideration) N 2 Nos.9 Angle of lifting a 30 deg
10 Total Lug length L 170 mm10A Effective Lug Length e 120 mm12 Weld leg at lug to pad U 14 mm13 Weld leg at lug to shell J 14 mm
TRUNNION ONLY
TRUNNION PROPORTIES
Cross Section area ,A A=((OD^2-ID^2)*3.14/4,20091.7417 mm2
Section Modulus,Zx Z= (OD/2)^2*t*3.14) 1886979(* Z, Section modulus)
SR.NO.
d0
W1
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MATERIAL PROPORTIESLug Yield strength, Sya 24.470 Kg/mm^2Pad Yield strength Syb 22.440 Kg/mm^2Lug Allowable stress Sa =Sya*0.6 14.682 Kg/mm^2Pad Allowable stress Sb =Syb*0.6 13.464 Kg/mm^2
Allowable tension stress, St 22.02314.682 Kg/mm^2 (the smaller of 1.5Sa or 0.6Sya) 14.682
Allowable bending stress Sb 20.19613.464 Kg/mm^2 (the smaller of 1.5Sb or 0.66Syb) 13.464
Allowable shear stress Sya*0.4 9.79 Kg/mm^2Allowable weld stress St*0.49(as per UW 15) 7.19 Kg/mm^2
CONSIDERING DYNAMIC EFFECT ON EQUIPMENTTotal weight of Equipmet W =We*Df 107550 kgVertical Load per Lug V =W/N 53775 kgLifting Load per Lug, W1 62094 kgHorizontal Load per Lug, P 31047 kg
STRESS AT LUGShear stress at Lug due to We : S1Shear stress S1=2*W1/A 6.18 Kg/mm^2
Allowable stress 9.79 Kg/mm^2
Tension stress at top of Lug due to V : S2Tension stress S2= V/A 2.68 Kg/mm^2
Allowable stress 14.68 Kg/mm^2
Vessel Vertical Longitunal moment . 6453000 Kgf-mBending stress in trunnion : S3 S3 =We*e/Zx 3.42 Kg/mm^2
Allowable stress 13.464 Kg/mm^2
Vesse HorizontalCircumferential moment . 3725641.29 Kgf-mBending stress in trunnion ; S4 S4 =Mc/Zx 1.97 Kg/mm^2
Allowable stress 13.464 Kg/mm^2
STRESS AT WELD
Shear stress in weld part at Lug to Pad, SW1 1.91 Kg/mm^2SW1= W1^0.5*e/(3.14*do*U)
Shear stress in weld part at Shell to Pad, SW2 0.97 Kg/mm^2SW2= W1^0.5*L/(3.14*d1*J)
Bending Stress in weld part at Lug to Pad , SW3 4.0 Kg/mm^2
=V/cos(a)=V*Tan(a)
ML=V*e
Mc=P*e
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SW3 =W1/(3.14*do*U)
Allowable stress SW 7.19418 Kg/mm^2
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CONCLUSION
STRESS AT LUG ACTUAL ALLOWABLE RESULT
1 Shear stress at Lug due to We : S1 6.18 9.79 OK2 Tension stress at top of Lug due to V : S2 2.68 14.68 OK3 Bending stress in trunnion (Vertical) : S3 3.42 13.464 OK4 Bending stress in trunnion (Horizontal) : S4 1.97 13.464 OK
STRESS AT WELD1 Shear stress in weld part at Lug to Pad, S 1.91 7.19 OK2 Shear stress in weld part at Shell to Pad,S 0.97 7.19 OK3 Bending Stress in weld part at Lug to Pad,SW3 3.97 7.19 OK
SR.NO.
DESIGN OF OUTER VESSEL :
1.0 DESIGN DATA :
DESIGN CODE : C.G.A -341, 2007M.0.C. FOR SHELL SA 516 GR 70M.O.C. FOR HEAD SA 516 GR 70INSULATION PERLITE UNDER VACUUMWORKING PRESSURE VACUUMSECTION OF STIFFNING RING L75 X 75 X 10 ( IS 2062 Gr.B )
SR. DESCRIPTION SYMBOL VALUE UNITNO.
1 DESIGN PRESSURE Po -1.033 BAR g2 MINIMUM COLLAPSING PRESSURE P 30 PSI
2A MINIMUM COLLAPSING PRESSURE P 2.07 BAR g3 INSIDE DIAMETER Di 4500 mm4 W.L. TO W.L. LENGTH Ls 16572 mm5 SHELL THICKNESS ts 14 mm6 INSIDE CROWN RADIUS R 4050 mm7 INSIDE KNUCKLE RADIUS r 500 mm8 S. F. OF DISHED ENDS S.F. 50 mm9 MINIMUM THICKNESS OF HEAD th min. 15 mm10 NOMINAL THICKNESS OF HEAD th 18 mm11 CORROSION ALLOWANCE (EXTERNAL) c 3 mm12 MODULUS OF ELASTICITY E 2.89E+07 PSI
13A ACTUAL. MAX UNSUPPORTED LENGTH OF VESSEL La 2100 mm
14 CROSS-SECTIONAL AREA OF STIFFNER RING A 1903.0015 DIST. OF C.G. OF STIFFNER FROM VESSEL WALL CG 71.60 mm16 MOMENT OF INERTIA OF STIFFNER RING 177.00 cm4 17 SP. GRAVITY OF VESSEL MATERIAL 7.8518 DESIGN TEMPERATURE ( MINIMUM /MAXIMUM ) 0 / 82 DEG. C19 HEIGHT OF SUPPORT FROM BOTTOM OF O.V Lsp 1000 mm20 EMPTY WEIGHT OF INNER VESSEL Wiv 39200 kg
21 APPROX. DENSITY OF PERLITE Dp 11022 WEIGHT OF PERLITE Wp 18800 kg
23 WEIGHT OF LIQUID 239363 kg
mm2
Is r s
kg/m3
WL
2.0 CRITICAL COLLAPSING PRESSURE
1 SHELL : ( 3.6.2.1 OF CGA 341 )
Pc shell=ACTUAL = 49.430 PSI g
REQUIRED > 30 PSI g
2 DISHED END : (3.6.2.5 OF CGA 341 )
Pchead = = 0.25*28862510*((15-3) /4050)^2
ACTUAL = 63.347 PSI gREQUIRED > 30.000 PSI g
3. CALCULATIONS FOR STIFFENER RING .
1 REQUIRED MOMENT OF INERTIA OF COMBINED SECTION : (3.6.2.4 OF CGA 341)
I' = ( E is in PSI for this calculations )= (1.38*(4500+2*14)^3*2100)/28862510
E = 198800 Mpa
= 9.32E+06 = 2.89E+07 PSI
= 932.145
2 DETERMINATION OF MOMENT OF INERTIA PROVIDED : ( 3.6.2.2 OF CGA 341 )
W = EFFECTIVE WIDTH OF OUTER SHELL PLATE ON EACH SIDE OF THE ATTACHMENT TO THE RING
== 0.78*POWER((4500+2*14)/2*(14-3),0.5)
= 123.092 mm= 12.309 cm
2.6*E*[(ts-C)/(Di+2*ts)]2.5 / {[La/(Di + 2*ts)] - 0.45*[(ts-C) / (Di + 2*ts)]0.5}
0.25*E*((thmin - C) / R)2
1.38*(Di+2*ts)3 * L / E
mm4
cm4
0.78*{(Di + 2*ts)/2* (ts-C)}0.5
DETERMINATION OF PROPERTIES OF COMBINED SECTION.
2*W
Xbar =
= 37.32 mmIyy = PROVIDED COMBINED M.I.
=
= 8947717.5
PROVIDED = 894.772
REQUIRED > 932.145
3.1 CALCULATIONS FOR THE NO. OF STIFFNERS REQUIRED :
HEIGHT OF DISHED ENDS Ho = CRo -SQRT((CRo-Do/2)*(CRo+Do/2-2*ro))
4068-SQRT((4068-4536/2)*(4068+4536/2-2*518)== 979 mm
WHERE CRo = OUTSIDE CROWN RADIUS= R + th= 4068 mm
ro = OUTSIDE KNUCKLE RADIUS= r + th= 518 mm
Do = OUTSIDE DIAMETER= Di + 2*th= 4536 mm
HENCE Ho = 979 mm
Ls1 = TOTAL EFFECTIVE LENGTH OF SHELL FOR DETERMINATION OF STIFFNERS= Ls + 2*S.F. + 2/3 * Ho= 16572+2*50+2/3*979.4
= 17325 mm
NO. OF STIFFENER REQUIRED= (Ls1 / La)+1 = 10 TOTAL
(As dished ends are to be considered as stiffening rings)NO OF STIFF REQUIRED 8 NosNst ACTUAL PROVIDED 8 Nos
[2*W*(ts-C)2/2 + A*(ts-C+CG)]/[2*W*(ts-C) +A]
2*W*(ts-C)*[(ts-C)/2 -Xbar]2 + Is + A*(CG + ts - Xbar)2
mm4
cm4
cm4
4.0 WEIGHT CALCULATION WEIGHT OF THE OUTER VESSEL SHELL : Ws = 25828 kgHEAD WEIGHT OF OUTER VESSEL : Wh = 5935 kgWHERE, BLANK DIA. ' B.D.' = (Di+2*th)+(Di+2*th)/24+2/3*(r+th)+2*S.F.
= 5171 mmWEIGHT OF STIFFENERS Wst = 3250 kgWEIGHT OF SKIRT Wsk= 3047 kgWEIGHT OF BASE RING Wb = 307 kgWEIGHT OF TOP SHEAR PLATE Wtp = 250 kgWEIGHT OF TRUNION PAD Tp = 92 kgWEIGHT OF TRUNION PAD AT OUTSIDE Tpo = 80 kgWEIGHT OF TRUNION PIPE Tpp = 70 kgWEIGHT OF CHAIR AT BASE PLATE Wch = 150 kgWEIGHT OF PAINTS (APPROX.) Wp = 200 kgWEIGHT OF SAFETY DEVICE Wsd = 150 kgWEIGHT OF NAME PLATE, BRACKETS,PATCH PLATE, Wx = 200 kgSKIRT /VALVE SUPPORT CHANNELS/ANGLES, 50
HENCE TOTAL EXTRA WEIGHT Wext = 7846 kgTOTAL EMPTY WEIGHT OF OUTER VESSEL Wov = 39609 kg
TOTAL EMPTY WEIGHT OF EQUIPMENT: Wiv + Wov + Wp We = 97609 kgSAY = 97650 kg
OPERATING WEIGHT OF EQUIPMENT: We + WL Wo = 337013 kgSAY = 337050 kg
WIND RESISTING DIAMETER Di + 2*ts Do = 4528 mm= 4.528 m
OUTSIDE TO OUTSIDE HEIGHT OF OUTER VESSEL H - Lsp = 18631 mm
HEIGHT OF THE VESSEL FROM G.L. Ls +2*Ho + 2*SF + Lsp H = 19631 mm
p*(Di+ts)*Ls*ts *rs2*p/4*(B.D.)2*th*rs
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5. WIND LOAD CALCULATIONS: (AS PER CLAUSE 8 OF IS 875 PART 3, 1987)
AS PER FIG. - 1 (LOCATION : BHATINDA,PUNJAB)
BASIC WIND SPEED Vb = 47 m/S
PROBABILITY FACTOR (K1) = 1.07 AS PER CLAUSE 5.3.1 AND TABLE - 1
STRUCTURE SIZE FACT. (K2) = 1.07 AS PER CLAUSE 5.3.2 REFERE TABLE - 2
TERRAIN HEIGHT AND STRUCTURE SIZE FACTOR
CATEGORY : 2 CLASS : A
TOPAGRAPHY FACTOR ( K3) = 1.0
DESIGN WIND PRESSURE : Vz = K1 * K2 * K3 * Vb 53.8103 m/S
WIND PRESSURE Pz = 0.6 * Vz2 1737.329 N/m2 177.2 kg/m2
WIND RESISTING DIAMETER B = Do = Di + 2*ts 5028 mm5.028 m
HEIGHT OF O.V FROM BASE, H = Ls+2*S.F+2*Ho+Lsp 26161 mm
Vd * b = Vz * H = 1407.73 m2 / SEC > 6 M2 / SEC
Height/widtH / Do = 5.203
HENCE, FORCE COEFFICIENTS Cf = 0.5 (REFER : TABLE 23 ) HOWEVER CONSIDER = 0.7
EFFECTIVE FRONTAL AREA Ae = Do * H 131.538 m2
WIND SHEAR AT BASE FWT = Cf * Ae * Pz= 16315.9 kg
SAY = 16400 kg
WIND MOMENT AT BASE MWT = Fw * C.G= 224975 kg-m
SAY = 224980 kg-m
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6. SEISMIC LOAD CALCULATIONS :
REF. : IS : 1893, (PART1) 2002 ; CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES.
SEISMIC ZONE - I I I
SYMBOL DESCRIPTION FORMULA UNIT VALUE
Wo OPERATING WEIGHT WO + W LIN Kg 199765
CATEGORY III IMPORTANCE FACTOR - 1.0
DAMPING % 2.0Fo SEISMIC ZONE FACTOR - 0.16
Sa/g AV. ACCELRATION COEFF.-
0.28
B CO-EFFICIENT FOR DIFF. SOIL FOUNDATION SYSTEM 1.2Ah HORIZONTAL SEISMIC CO-EFFICIENT 0.05376
[ Ah = B* I * Fo * (Sa/g)]Feov SEISMIC FORCE Ah*Wo Kg 10739.37
SAY Kg 10740Hio OVERALL HEIGHT OF O.V. m 26.161Hcg HEIGHT OF CG OF SEISMIC LOAD FROM BOTTOM OF m 13.718
O.V. Me SEISMIC MOMENT AT BASE Feov * C.G Kg-m 147331
5 SEISMIC LOAD CALCULATIONS FOR OUTER VESSEL (IN OPERATING CONDITION)(AS PER UBC 1997)
SYMBOL DESCRIPTION FORMULA UNIT VALUEWo OPER. WEIGHT OF OUTER VESSEL (extra 25%) kg 421313
SEISMIC ZONE - IVSOIL TYPE - SD
SEISMIC SOURCE - N/A
Ct NUMERICAL CO-EFFICIENT FOR STEEL MOMENT 0.035
RESISTING FRAMES
hn HEIGHT FROM BASE TO THE UPPER feet 64.60
MOST PORTION OF THE STRUCTURE
T PERIOD OF VIBRATION sec 0.797521561Na NEAR SOURCE FACTOR AS PER TABLE 16-S - 1.00Nv NEAR SOURCE FACTOR AS PER TABLE 16-T - 1.00Cv SEISMIC COFFICIENT AS PER TABLE 16-R - 0.64I IMPORTANCE FACTOR AS PER TABLE 16-K - 1.25R FACTOR AS PER TABLE 16-P - 2.20
Ca SEISMIC COFFICIENT AS PER TABLE 16-Q - 0.44Z SEISMIC ZONE FACTOR AS PER TABLE 16-I 0.400
V1 AS PER 30.4 OF 1630.2.1 Wo*Cv*I/(R*T) kg 192100.820V2 AS PER 34.2 OF 1634.5 0.56*Ca*I*Wo kg 129764.25V3 AS PER 34.3 OF 1634.5 ((1.6*Z*Nv*I)/R)*Wo kg 153204.55V4 AS PER 30.5 OF 1630.2.1 (2.5*Ca*(I/R))*Wo kg 263320.31V' AS PER CLIENT REQUIREMENT ---------- --- ------V' MAX. OF V1, V2,V3 kg 192100.82V MIN OF V',V4 kg 192100.82
SHEAR FORCE IN KG V / 1.4 (UBC - 1612.3.2) kg 137214.87Fe SHEAR FORCE IN N V / 1.4 * 9.806 N 1345529.03Fe SAY = N 1345530La HT. OF C.G. OF VESSEL ABOVE BOTTOM W.L. 2/3 *H m 13.09Me SEISMIC MOMENT AT BOTTOM W.L. V * La N m 17609061
SAY = N m 17609070
Ct(hn)3/4
5.0 SEISMIC LOAD CALCULATIONS (IN OPERATING CONDITION)
( AS PER ASCE 7 -05 IN COMBINATION WITH IBC 2006 )
SYMBOL DESCRIPTION FORMULA UNIT V5042AC
W1 Operating Weight of Vessel (extra 25%) Kg 421313
Soil Profile Type D
Ss 230
S1 80
Fa Site coefficient defind in Table 1613.5.3(1) 1
Fv Site coefficient defind in Table 1613.5.3(2) 1.5
Sms Fa x Ss 2.3
Sm1 Fv x S1 1.2
The design spectral response acceleration parameter2/3 x Sms 1.53
in the short period . The design spectral response acceleration parameter
2/3 x Sm1 0.8 at a period of 1.0 sec Height in ft above the base to highest level of the
ft 37.75structure
RResponse modification factor
3( As per table 12.2-1 of ASCE 7-05 )
I Occupancy importance factor
1( As per sec 11.5-1 of ASCE 7-05 )
Cs Seismic response co-efficient # 0.5111
V Seismic Force at BaseCs *W Kg 215337.5
SAYKg 215400N 2112212.4
Occupancy Category as per Table 1604.5 of IBC 2006 IIISeismic Design category as per Table 16135.6(1) &
D1613.5.6(2) of IBC 2006
ρ Redundancy Factor as per sec 12.3.4.1 of ASCE 7-05 1.30
Effect of horizontal seismic force from V Kg 215337.5
Horizontal Seismic Load effect ## 0.7*ρ*QE Kg 195957.12
( As per sec 12.4.1 of ASCE 7-05 ) SAY Kg 196000N 1921976
M Seismic Moment at Base ( 2/3)*hn*Eh Kg - M 1503117.3
SAYKg- M 1503150N-m 14739889
# Cs shall not be less than 0.01, on conservative side not compared with Cs max as per 12.8-3 or 12.8-4 of ASCE 7-05
## 70 % of seismic load considered as per section 2.4.1@ As per customer specification
The mapped spectral accelerations for short periods as detemined in section 1613.5.1 @
The mapped spectral accelerations for short periods as detemined in section 1613.5.1 @
The maximum considered earthquake spectral response accelerations for short periods as determined in section 1613.5.3
The maximum considered earthquake spectral response accelerations for 1-second period as determined in section 1613.5.3
SDS
SD1
hn
SDS/ ( R/I)
QE
Eh
CHECK FOR STRENGTH OF OUTER VESSEL DURING LIFTING & SHIPPING.
OUTER VESSEL SHALL BE LIFTED USING TRUNIONS PROVIDED ON VESSEL SHELL.THE VESSEL SHALL BE SUPPORTED AT TWO LOCATION(MAIN TWO SUPPORTS) AT THE SAME SECTION WHERE TRUNIONS ARE PROVIDED. AT THE SECTION ADDITIONAL THREE ANGLE RING STIFFENERS(AS LOAD RINGS) ARE PROVIDED.
DESIGN DATA :
ALLOWABLE STRESS FOR SHELL MATERIAL S 138 MPAYIELD STRENGTH OF THE SHELL MATERIAL Fy 250 MPAYOUNG'S MODULUS OF ELASTICITY E 2.00E+05 MPAINSIDE DIA. OF OUTER VESSEL SHELL Di 4500 mmTL TO TL LENGTH OF OUTER VESSEL SHELL L 16672 mmTHICKNESS OF OUTER VESSEL SHELL ts 14 mmOUTER VESSEL CORROSION ALLOWANCE c 3 mmMEAN RADIUS OF OUTER VESSEL SHELL (Di + ts)/2 r 2257 mmAV. DIST. OF LINE OF SUP. FROM TL DURING LIFTING/SHIPPING A 3250 mmMEAN DEPTH OF D'END OF VESSEL b 1161.00 mmEMPTY WEIGHT OF THE EQUIPMENT We 0 KGINTERNAL DESIGN PRESSURE Pm 0 MPACRITICAL COLLAPSING PRESSURE SHELL Pc shell 16.83 psiMIN. LIMIT FOR CRITICAL COLLAPSING PRESSURE Pc min 15 psi
DETERMINATION OFALLOWABLE AXIAL COMPRESSIVE STRESSES:
S = ALLOWABLE TENSILE STRESS FOR SHELL MATERIAL= 138.00 MPA
Sc = ALLOWABLE COMPRESSIVE STRESS (REF. UG - 23 (b) ; OF ASME SEC.VIII, DIV. 1)
FACTOR A = 0.125 / (Ro/ts) = 0.125 * ((Di + 2*ts)/2/ts)= 0.000773
B = 77.57 Mpa (FROM FIG. CS2 ; ASME SEC. II, PART D)
Sc = MIN. OF (S,B)= 77.57 MPA
DETERMINATION OF SECTIONAL PROPERTIES OF STIFFNER RINGS AT SUPPORT LOCATION.
STIFFNER SECTION = ISA 100 x 100 x 12NO OF STIFFNER PROVIDED AT LIFTING LOCATION = 3
CROSS-SECTIONAL AREA OF STIFFNER RING A1 = 19.03 FOR ONE RING SUPPORT
DIST. OF C.G. OF STIFFNER FROM VESSEL WALL = 71.6 mm
177.0MAX. SPACING BETWEEN TWO STIFFNERS = 200.00 mm
cm2
MOMENT OF INERTIA OF STIFFNER RING Is = cm4
DETERMINATION OF MOMENT OF INERTIA PROVIDED
W1= EFFECTIVE WIDTH OF OUTER SHELL PLATE ON EACH SIDE OF THE ATTACHMENT TO THE RING
== 123.09 mm= 12.31 cm
W2 = MAX. AVAILABLE WIDTH ON BOTH SIDE OF THE ATTECHMENT= MAX. SPACING BETWEEN TWO STIFFENERS / 2= 200/2 mm= 100 mm= 10 cm
W = FINAL EFFECTIVE LENGTH ON EACH SIDE OF THE ATTACHMENT RING.
= MIN(W1,W2)= 100 mm
SAY = 10 cm
DETERMINATION OF PROPERTIES OF COMBINED SECTION :
Xbar Max
2 * W
= 4.126 cm
X bar Max = ts+100-Xbar mm= 72.740 mm= 7.274 cm
RADIUS OF RING MEASURED ON NEUTRAL AXIS R' = (ID OF O.V. - 2 * X bar)/22208.74 mm
COMBINED AREA As1 = AREA OF STIFFNER + EFFECTIVE AREA OF SHELL PLATE= 2*W*(ts-c)+A1
= 41.03
As1 = 4103 FOR ONE STIFFNER
As = 12309 FOR THREE STIFFNER
= 123.09
PROVIDED COMBINED M.I.
=
= 832
2497.4 FOR THREE STIFFNER
COMBINED SECTION MODULUS OF RING SUPPORT Z = Iyy/Xbar Max
= 343.331
Z = 343330.77 FOR THREE STIFFNER
0.78*{(Di+2*ts)/2*(ts-C)}0.5
Xbar = [2*W*(ts-c)2/2 + A1*(ts-c+CG)]/[2*W*(ts-c)+A1]
cm2
mm2
mm2
cm2
Iyy =
2*W*(ts-c)*[(ts-c)/2 - Xbar]2 + Is + A1*(CG + ts - Xbar)2
cm4
Iyy = cm4
cm3
mm3
CHECK FOR STRENGTH OF VESSEL DURING LIFTING :
(AS PER CLAUSE G 3.3.3 OF BS-5500)
W1/2 W1/2
FACTORS DEPENDENT ON
0.015 FROM TABLE G.6 OF BS-5500
0.25
LOAD ACTING ON ONE RING DURING LIFTING CONSIDERING 5 % EXTRA FOR ECCENTRICITY & 1.5 TIMES FOR LIFTING FACTOR
W1 = 1.05*We/2 * 1.5= 0 KG= 0 Newtons
f10 = THE MAX. CIRCUMFERENTIAL STRESS IN THE RING
= (EQ. G.25 OF BS 5500)= 0.00 MPA< 138 MPA HENCE SAFE
q = THE TANGENTIAL SHEAR STRESS IN SHELL ADJACENT TO THE RING SUP.= 0.319 W1 / ((Di+ts)/2*ts)*(L - 2*A)/(L+4*b/3) (EQ. G.24 OF BS 5500)= 0 MPA
q allow = min. of (0.8 * f, 0.06*E*t/((Di+ts)/2))= 74.414010588 MPA> q HENCE SAFE
CHECK FOR STRENGTH OF VESSEL DURING SHIPPING :
g3 = VERTICAL(MAX.) ACCELARATION FACTOR FOR SEA SHIPMENT= 2g
LOAD ACTING ON ONE SUPPORT DURING SHIPPING CONSIDERING 5 % EXTRA FOR ECCENTRICITY & 2 TIMES FOR ACCELERATION FACTOR.
W1 = 1.05*We/2 * 2= 0 KG= 0 N
M3 = LONGITUDINAL BENDING MOMENT AT MID-SPAN
= (EQ. G.7 OF BS5500)= 0 N mm
M4 = LONGITUDINAL BENDING MOMENT AT SUPPORTS= W1*A*(1- (1-A/L+(r2-b2)/(2*A*L))/(1+4*b/(3*L))) (EQ. G.8 OF BS5500)= 0 N mm
f1 = LOGITUDINAL STRESS AT MID-SPAN, AT HEIGHTEST POINT OF THE C/S
= (EQ. G.9 OF BS5500)= 0.000 MPA
f1 allow = Sc = 77.6 MPA
f1 / f1 allow + Pc min/ Pc shell= 0.890< 1.000 HENCE SAFE
q
HALF OF INCLUDED ANGLE OF THE SUPPORT q = 90o (FOR TRUNIONS AT 180o APART)
HALF OF INCLUDED ANGLE K10 =
K11 =
K10*W1*R'/Z + K11*W1/As
W1*L/4 * ( (1+2*(r2 - b2)/L2) / (1 + 4*b/(3*L) - 4*A/L)
Pm * r / (2*ts) - M3 / (p * r2 * ts)
f2 = LOGITUDINAL STRESS AT MID-SPAN, AT LOWEST POINT OF THE C/S
= (EQ. G.10 OF BS5500)= 0.000 MPA< f = 138 MPA (HENCE SAFE)
f3 =
= (EQ. G.11 OF BS5500)WHERE K1 = 1 (TABLE G.2)
= 0 MPA
f3 allow = Sc = 77.6 MPA
f3 / f3 allow + Pc min/ Pc shell= 0.890< 1.000 HENCE SAFE
f4 =
= (EQ. G.12 OF BS5500)WHERE K2 = 1 (TABLE G.2)
= 0.00000 MPA< f = 138 MPA (HENCE SAFE)
q = TANGENTIAL SHEARING STRESSES SHELL NOT NEAR VESSEL END WITH RINGS ADDED
= K3 * W1 / ((Di+ts)/2*ts)*(L - 2*A)/(L+4*b/3) (EQ. G.13 OF BS5500)WHERE K3 = 0.319 (TABLE G.3)
= 0 MPA
q allow = min. of (0.8 * f, 0.06*E*t/((Di+ts)/2))= 74.414010588 MPA> q HENCE SAFE (TABLE G.3)
f7 = CIRCUMFERENTIAL STRESS AT THE HORN OF SADDLE , IN SHELL= C4 * K7 * W1 * r * c / I - K8 * W1 / a (EQ. G.19 OF BS5500)
WHERE C4 = -1 (TABLE G.5)K7 = 0.0316 (TABLE G.5)K8 = 0.303 (TABLE G.5)
c = X bar= 41.260 mm
I =
= 24974046a = As
= 12309f7 = 0 MPA
< 1.25 * f = 172.5 MPA
f8 = CIRCUMFERENTIAL STRESS AT THE HORN OF SADDLE , IN RING= C5 * K7 * W1 * r * d / I - K8 * W1 / a (EQ. G.20 OF BS5500)
WHERE C5 = 1 (TABLE G.5)K7 = 0.0316 (TABLE G.5)K8 = 0.303 (TABLE G.5)
d = X bar Max= 72.740 mm
I =
= 24974046a = As
= 12309f8 = 0 MPA
< 1.25 * f = 172.5 MPA
Pm * r / (2*ts) + M3 / (p * r2 * ts)
LONGITUDINAL STRESS AT THE SADDLES, AT THE HIGHEST POINT OF C/S
Pm * r / (2*ts) - M4 / (K1 * p * r2 * ts)
LONGITUDINAL STRESS AT THE SADDLES, AT THE LOWEST POINT OF C/S
Pm * r / (2*ts) + M4 / (K2 * p * r2 * ts)
FOR q = 150O
Iyy
mm4
mm2
FOR q = 150O
Iyy
mm4
mm2
COMBINED LOADING :
AS PER 5.3.3.2 OF 4WEQ-1515, REV.2, TANKS > 80000 LITERS CAPACITY
AND 60% OF THE LONGITUDINAL LOAD.
CHECK FOR STRESSES IN SKIRT
SYMBOL DESCRIPTION FORMULA UNIT VALUE
ftc4 COMBINED AXIAL STRESS Mpa 26.50
Ftc ALOW. TENSILE/COMP. STRESS 0.6 * fy Mpa 123
fsh4 COMBINED SHEAR STRESS Mpa 2.85
Fsh ALLOWABLE SHEAR STRESS 0.4 * fy Mpa 82.00
CHECK FOR STRESS IN ROSIN SUPPORTS.
SYMBOL DESCRIPTION FORMULA UNIT VALUE
fcr4 COMBINED COMP. STRESS Mpa 12.29
Fcr ALOW. TENSILE/COMP. STRESS fc / 4 Mpa 85.00
CHECK FOR STRESSES IN SKIRT
SYMBOL DESCRIPTION FORMULA UNIT VALUE
ftc5 COMBINED AXIAL STRESS Mpa 36.69
Ftc ALOW. TENSILE/COMP. STRESS 0.6 * fy Mpa 123
fsh5 COMBINED SHEAR STRESS fsh3 Mpa 2.98
Fsh ALLOWABLE SHEAR STRESS 0.4 * fy Mpa 82.00
CHECK FOR STRESS IN ROSIN SUPPORTS.
SYMBOL DESCRIPTION FORMULA UNIT VALUE
fcr5 COMBINED COMP. STRESS fcr3 Mpa 12.71
Fcr ALOW. TENSILE/COMP. STRESS fc / 4 Mpa 85.00
AS ALLOWABLE STRESS > ACTUAL TRESS, FOR ALL CASES, DESIGN IS SAFE.
MAX LOAD ACTING ON ROSIN =fcr4*Ar N 57649.47
<1> THE LATERAL LOAD SHALL BE COMBINED SIMULTANEOUSLY WITH 60% OF THE VERTICAL
0.6*ftc1+SQRT(ftc2 2+ (0.6*ftc3) 2)
SQRT(fsh2 2+ (0.6*fsh3) 2)
SQRT(fcr2 2+ (0.6*fcr3) 2)
<2> THE VERTICAL LOAD SHALL ALSO BE CONSIDERED COMBINED WITH THE LONGITUDINAL LOAD
ftc1+ftc3
LOCAL LOAD ANALYSIS FOR OUTER VESSEL SHELL (V16610AC) Part -1
STABILISER AREA UNDER SHIPPING LOADING:(Ref.: Pressure Vessel Hand Book - H H Bednar, Section 7.4 & Figs 7.6, 7.7, 7.8, 7.9)
Stabilisers are inserted thourgh holes made in outer vessel Inner vessel Outer vesselas shown. Local load analysis is divided into two cases as Add padbelow:
1. Considering stabiliser attached to the shell having ID equal toOD of outer vessel less thk of add padand thickness equal to add pad. Pad
2. Considering add pad attached to the shell having ID equal to StabiliserOD of outer vessel and thickness equal to pad Holder pipe
3 Considering pad attached to the shell having ID equal toID of outer vessel and thickness equal to outer vessel
P = Radial Load = Max load during shipping = 5879 KgDirection of P (I=Inward, O=Outward) O
= Longitudinal Shear Load = 0.00 Kg= Tangential Shear Load = 0.00 Kg= Longitudinal Moment = 0.00 Kg-mm= Tangential Moment = 0.00 Kg-mm
T = Torque = 0.00 Kg-mmp = Design Pressure = 0.000S = Allowable stress = 14.062
Case -1 :Attachment type(C=Circular, R=Rectangular) = C
ro = Outside radius of attachment = 38.00 mm
Di = Shell ID = 4996 mmts = Shell thickness (Add pad thk) = 16 mmR = Mean shell Radius = (Di + ts) / 2 = 2506 mm
Stress at edge of attachment (Stabiliser):g = R / ts = 156.63b = 0.875 * ro / R = 0.013
Cp = From fig 7.6 = 1.75= From fig 7.8 = 0.00= From fig 7.9 = 0.00
From fig 7.10 0.00= Stress due to P = Cp * P / ts^2 = 40.19= = 0.00= = 0.00= = 0.00= = 0.00= = 0.00= Circumferential Stress due to p = p * R / ts = 0.00= Longitudinal Stress due to p = p * R /2* ts 0.00
Longitudinal Stress due to ML=CLL*ML*1000/Ts^2 * R /2* ts = 0= = 40.19
sb = 40.19Allowable combined stress = 2 * S = 28.124
VL
VT
ML
MT
Kg/cm2(g)Kg/mm2
CT
CLT
CLL
s1a Kg/mm2
s2a Stress due to VL = VL / (p * ro * ts) Kg/mm2
s3a Stress due to VT = VT / (p * ro * ts) Kg/mm2
s4a Stress due to ML = CLT * ML / (ts^2 * R * b) Kg/mm2
s5a Stress due to MT = CT * MT /(ts^2 * R * b) Kg/mm2
s6a Stress due to T = T / (2 * p * ro^2 * ts) Kg/mm2
s7a Kg/mm2
s7a1 Kg/mm2
s8a Kg/mm2
sa Combined circumferential stress=s1a+s4a+s5a+s7a Kg/mm2
Combined longitudinal stress=s1a+s7a1+S8a Kg/mm2
Kg/mm2
Case 2Attachment type(C=Circular, R=Rectangular) = C
ro = Outside radius of attachment = 65 mm
Di = Shell ID = 5028 mmts = Shell thickness (Pad Thk) = 12 mmR = Mean shell Radius = (Di + ts) / 2 = 2520 mm
Stress at edge of attachment (Stabiliser):g = R / ts = 210.000b = 0.875 * ro / R = 0.023
Cp = From fig 7.6 = 1.40= From fig 7.8 = 0.00 N/A= From fig 7.9 = 0.00 N/A
From fig 7.10 0.00= Stress due to P = Cp * P / ts^2 = 57.16= = 0.00= = 0.00= = 0.00= = 0.00= = 0.00= Stress due to p = p * R / ts = 0.00= Longitudinal Stress due to p = p * R /2* ts 0.00
Longitudinal Stress due to ML=CLL*ML*1000/Ts62 * R /2* ts = 0= = 57.16
Sb = 57.16Allowable combined stress = 2 * S = 28.124
CT
CLT
CLL
s1a Kg/mm2
s2a Stress due to VL = VL / (p * ro * ts) Kg/mm2
s3a Stress due to VT = VT / (p * ro * ts) Kg/mm2
s4a Stress due to ML = CLT * ML / (ts^2 * R * b) Kg/mm2
s5a Stress due to MT = CT * MT /(ts^2 * R * b) Kg/mm2
s6a Stress due to T = T / (2 * p * ro^2 * ts) Kg/mm2
s7a Kg/mm2
s7a1 Kg/mm2
s8a Kg/mm2
sa Combined circumferential stress=s1a+s4a+s5a+s7a Kg/mm2
Combined longitudinal stress=s1a+s7a1+S8a Kg/mm2
Kg/mm2
Case -3 :
Pad type(C=Circular, R=Rectangular) = C
rp = Outside radius of pad = 100.0 mm
Di = Shell ID = 5000 mm
ts = Shell thickness = 14 mm
R = Mean shell Radius = (Di + ts) / 2 = 2507 mm
Stress at edge of attachment (Pad):g = R / ts = 179.071b = 0.875 * rp / R = 0.035
Cp = From fig 7.6 = 1.00
= From fig 7.8 = 0.00 N/A
= From fig 7.9 = 0.00 N/A
From fig 7.10 0.00
= Stress due to P = Cp * P / ts^2 = 29.99
= = 0.00
= = 0.00
= = 0.00
= = 0.00
= = 0.00
= Stress due to p = p * R / ts = 0.00
= Longitudinal Stress due to p = p * R /2* ts 0.00
Longitudinal Stress due to ML=CLL*ML*1000/Ts62 * R /2* ts = 0.00
= = 29.99
= 29.99
Allowable combined stress = 2 * S = 28.124
Compression check for stabilisers:
Do = OD of stabiliser = 76.00 mm
Di = ID of stabiliser = 0.00 mm
Ar = = 4536.46
= Compressive stress in stabiliser = P / Ar = 1.30
Allowable compressive stress = 3.47
CT
CLT
CLL
s1p Kg/mm2
s2p Stress due to VL = VL / (p * rp * ts) Kg/mm2
s3p Stress due to VT = VT / (p * rp * ts) Kg/mm2
s4p Stress due to ML = CLT * ML / (ts^2 * R * b) Kg/mm2
s5p Stress due to MT = CT * MT /(ts^2 * R * b) Kg/mm2
s6p Stress due to T = T / (2 * p * rp^2 * ts) Kg/mm2
s7p Kg/mm2
s7a1 Kg/mm2
s8a Kg/mm2
sa Combined circumferential stress=s1a+s4a+s5a+s7a Kg/mm2
sb Combined longitudinal stress=s1a+s7a1+S8a Kg/mm2
Kg/mm2
Cross sectional area of stabiliser = p/4*(Do2-Di2) mm2
fcr Kg/mm2
Fcr Kg/mm2
SYMBOL DESCRIPTION FORMULA UNIT VALUE
O.D. OF STABILZER BAR MM 76
I.D. OF STABILIZER BAR MM 0
C/S AREA OF STAB. BAR 4536.46
COMP. LOAD ON BAR SEISMIC LOAD KG 124359
N 1219542
IT IS ASSUMED THAT THE TOTAL LOAD ACTS ON ANY ONE COLUMN OF BARS
NO OF ROWS OF STABILIZER BARS NOS 2.00
FC1 FC1 = FC /Nc N 609770.83
COMP. STRESS IN BAR MPa 134.42
fc COMPRESSIVE STRENGTH OF ROSIN MPa 339.8
ALLOWABLE COMP. STRESS fc/4 MPa 84.9
RATIO 1.582
< 1.00(SAFE)
B4 DESIGN CHECK FOR STABILIZERS FOR INNER VESSEL
DOR
DIR
AS p / 4 * (DOR2 - DIR
2) MM2
FC
NC
COMPRESSSIVE LOAD ON EACH BAR
sCR FC1 / ( AS)
sCRA
sCR / sCRA
B4 EVALUATION OF EXTERNAL PRESSURE DUE TO PERLITE
Outside Volume of Inner vessel V1OD 4126 mm
WL to WL 21010 mmDish type 2 : 1 Ellipsoidal
SF 50 mm
Volume 291.45
Inside Volume of Outer vessel V2ID 4500 mm
Radius 2250 mmWL to WL 16572 mm
Crown Radius 4050 mmCoefficient 0.30334 -
Knuckle Radius 50 mmSF 50 mm
Volume 266.75
Volume of perlite V = V2 - V1
-24.69
Weight of perlite Wp = V * 110-2716 Kg
OUTER SURFACE AREA OF SHELL 273.67
OUTER SURFACE AREA OF DISHED END 19.26
TOTAL OUTER SURFACE AREA OF IV 312.18
PRESSURE DUE TO PERLITE Pp1= -0.0009 Kg/Cm2
CONCLUSION : EXTERNAL PRESSURE DUE TO PERLITE ON I.V IS NEGLIGIBLE HENCE NOT CONSIDERED.
m3
m3
m3
M 2
M 2
M 2
B6 LIFTING HOOK DESIGN CALCULATIONS :
REFERANCE BOOK: PRESSURE VESSEL DESIGN HAND BOOK BY HENRY H. BEDNAR (SECOND EDITION)
We = EMPTY WEIGHT OF TANK = 39200 kg
a) PROPERTIES OF WELD :a.1) LIFTING LUG ON DISH END
Y22
w1t1 = SIZE OF W1 FILLET LEG 22 mmt2 = SIZE OF W2 FILLET LEG 22 mm
L1 = LENGTH OF W1 150 mm L2 w2
L2 = LENGTH OF W2 200 mm L1
w1 = THICKNESS OF LUG 22 mm Xw2 = WIDTH OF W2 75 mm
75
YPROPERTIES OF W1 :
a1 = EFFECTIVE AREA OF W1 a2 = EFFECTIVE AREA OF W2
= 2* L1 * t1 * 0.707 = 2*(L2 + w2) * t2 * 0.707= 4666.2 mm2 = 8554.7 mm2
Ixx1 = M.I. @ X-X AXIS OF W1 Ixx2 = M.I. @ X-X AXIS OF W2
= == 8749125 mm4 = 44069667 mm4
Iyy1 = M.I. @ Y-Y AXIS OF W1 Iyy2 = M.I. @ Y-Y AXIS OF W2
= == 564610.2 mm4 = 9842766 mm4
Zxx1 = SECTIONAL MODULUS @ X-X AXIS Zxx2 = SECTIONAL MODULUS @ X-X AXIS= 2*Ixx1 / L1 = 2*Ixx2 / L2= 116655 mm3 = 440697 mm3
Zyy1 = SECTIONAL MODULUS @ Y-Y AXIS Zyy2 = SECTIONAL MODULUS @ Y-Y AXIS= 2*Iyy1 / w1 = 2*Iyy2 / w2= 51328.2 mm3 = 262474 mm3
2/12 *L13 * t1*0.707 2/12 *L23 * t2*0.707+ 2*w2*t2*.707*(L2/2)2
2*L1*t1*0.707*(w1/2)2 2/12 *w23 * t2*0.707+2*L2*t2*0.707*(w2/2)2
b) DETERMINATION OF MAX. PERMISSIBLE STRESS
ALLOABLE SHEAR STRESS IN LIFTING LUG= 0.4 * YIELD STRESS OF LUG MATERIAL= 0.4 * 21.09 kg / mm2 (FOR SA240M TYP304 , Fy = 21.093 kg/mm2)= 8.44 kg / mm2
CHECK FOR LIFTING LUG
W = MAX POSSIBEL WEIGHT ON LUG WHILE LIFTED WITH SINGLE CRANE= We/2*1.5 kg= 29400 kg
Fv 60 DEGREEF
R1 = RADIUS OF LIFTING LUGq Fh = 66 mm
r1 = RADIUS OF HOLE IN THE LUG= 26 mm
Fh h1 = DIST. OF HOLE FROM WELD= 60 mm
h2 = DIST. OF HOLE FROM W2(AT CENTER)
= 68 mm
Fv = VERTICAL COMPONENT OF FORCE ON LIFTING LUG= W= 29400 kg
Fh = HORIZONTAL COMPONENT OF FORCE ON LIFTING LUG== 16974.1 kg
F = RESULTANT FORCE
== 33948.2 kg
SHEAR STRESS IN LIFTING LUG= F / (2*(R1-r1)*w1)= 19.29 kg / mm2 < 8.4372 kg / mm2 ( SAFE )
ss per =
q (MIN) =
W / (TAN q )
SQRT(Fv2 + Fh2)
ss =
CHECK FOR WELD W1 :
M1 = Fh * h1= 1018446 kg mm
STRESS IN WELD DUE TO M1= M1/Zxx1= 8.730 kg / mm2
Fv / a1= 6.301 kg / mm2
Fh / a1= 3.638 kg / mm2
RESULTANT SHEAR STRESS IN WELD
== 15.465 kg / mm2 < 8.44 kg / mm2 ( SAFE )
CHECK FOR WELD W2 :
M2 = Fh * h2= 1154239 kg mm
STRESS IN WELD DUE TO M2= M2/Zxx2= 2.619 kg / mm2
Fv / a2= 3.437 kg / mm2
Fh / a2= 1.984 kg / mm2
RESULTANT SHEAR STRESS IN WELD
=6.373 kg / mm2 < 8.44 kg / mm2 ( SAFE )
SUMMERY
ACTUAL STRESSES,kg/mm2 ALLOWABLE STRESSES,kg/mm2 SHEARE STRESSES IN LUG 19.29 8.44 SHEARE STRESSES IN
15.465 8.44WELD BETWEEN LUG & PAD SHEARE STRESSES IN
6.373 8.44WELD BETWEEN PAD &D'END
sb1 =
sv1 =
sh1 =
sr1 =
SQRT((sb1+sv1)2+sh12)
sb2 =
sv2 =
sh2 =
sr2 =
SQRT((sv2+sb)2+sh22)
C1. DESIGN SUMMARY (2:1 ELLIPSOIDAL)
SF = 40THK MIN.** = 14THK. NOM. = 18
** FOR CROWN AND KNUCKLE PORTION ONLY.
4100 13
21
00
0 W
L T
O W
L
TWISTED FLAT 75 x 8mmWITH 150 x 200 x 16MM THK PAD
SF = 40THK MIN.** = 14THK. NOM. = 18
VOLUME : GROSS VOLUME 311447992359.1
NET VOLUME 295875592741.2
WEIGHTS : EMPTY WEIGHT OF I. V. KG 39200WT. OF I.V. WITH LIN. KG #REF!WT. OF I.V. WITH LOX. KG #REF!WT. OF I.V. WITH LAR KG 278563
NO OF TWISTED FLAT = 3LOAD ON EACH TWISTED FLAT =
=278564/3= 92854 KG
WE HAVE CONSIDERED LOAD Fx = 92900 KG
LOAD IN Fy DIRECTION = Fx/COS(60)*=92900/COS(60)*
WE HAVE CONSIDERED LOAD Fy = 185800 KG
MM3
MM3
WT.OF I.V.WITH LAR / NO OF TWISTED FLAT
DOC NO V0638AC - D01 PAGE: of
REVISION 0 PREPARED BY: JPP
DATE 19.03.09 CHECKED BY: DVP
MODEL NO. V0638AC APPROVED BY: DVP
JOB NO. STOCK
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1. STRENGTH CAL. FOR OUTER VESSEL FOR EXTERNAL PRESSURE:
1.1. DESIGN DATA :JOB NO : STD
CAPACITY : 6 m3DESIGN CODE : C.G.A - 341, 2007.
M.O.C. FOR SHELL IS2062 Gr A/BM.O.C. FOR HEAD SA 516 GR 70
FLUID STORED PERLITE + VACUUMWORKING PRESSURE VACUUM
STIFFNING RING ISA 75 X 75 x 10
SR. NO. DESCRIPTION SYMBOL VALUE UNITV0638AC
1 DESIGN PRESSURE Po -1.0332 MINIMUM COLLAPSING PRESSURE P 30 PSI3 INSIDE DIAMETER Di 2200 MM4 W.L. TO W.L. LENGTH Ls 2730 MM5 SHELL THICKNESS ts 8 MM6 INSIDE CROWN RADIUS R 2200 MM7 INSIDE KNUCKLE RADIUS r 50 MM8 S. F. OF DISHED ENDS S.F. 50 MM9 MINIMUM THICKNESS OF HEAD th min. 6.2 MM
10 NOMINAL THICKNESS OF HEAD th 8 MM11 CORROSION ALLOWANCE C 0 MM12 MODULUS OF ELASTICITY E 2.90E+07 PSI13 MAX. UNSUPPORTED LENGTH OF VESSEL ALLOWED L 3060 MM
13A ACTUAL MAX UNSUPPORTED LENGTH La 3060 MM
14 CROSS-SECTIONAL AREA OF STIFFNER RING A 14.0215 DIST. OF C.G. OF STIFFNER FROM VESSEL WALL CG 52.80 MM
16 MOMENT OF INERTIA OF STIFFNER RING 71.4017 SP. GRAVITY OF VESSEL MATERIAL 7.8518 DESIGN TEMPERATURE -20 & 55 DEG. C19 HEIGHT OF LEG SUPPORT FROM BOTTOM OF O.V Lsp 550 MM
20 ** WIND PRESSURE (TABLE 16-F OF UBC - AT 58 mps) 211.520 WEIGHT OF PERLITE Wp 18800 KG21 EMPTY WEIGHT OF INNER VESSEL Wiv 39200 KG22 WEIGHT OF LIQUID WL #REF! KG
KG/CM2 g
CM2
Is CM4 r s
qs KG/M2
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1.2. CRITICAL COLAPSING PRESSURE
1 SHELL : ( 3.6.2.1 OF CGA 341)
Pc shell == 43.61 PSI> 30.00 PSI
2 DISHED END : (3.6.2 OF CGA 341)
Pc head == 57.58 PSI> 30.00 PSI
1.3. CALCULATIONS FOR STIFFNER RING.
1 REQUIRED MOMENT OF INERTIA OF COMBINED SECTION : (3.6.2.4 OF CGA 341)
= 158.46
2 DETERMINATION OF MOMENT OF INERTIA PROVIDED : (3.6.2.2 OF CGA 341)
W = EFFECTIVE WIDTH OF OUTER SHELL PLATE ON EACH SIDE OF THE ATTACHMENT TO THE RING
== 73.44 MM= 7.344 CM
DETERMINATION OF PROPERTIES OF COMBINED SECTION.
2 * W
= 3.490 CM
PROVIDED COMBINED M.I.
=
= 277.64
> 158.46
2.6 * E *[(ts-C)/(Di+2*ts)]2.5 / {[L/(Di+2*ts)] - 0.45*[(ts-C)/(Di+2*ts)]0.5}
0.25 * E * ((th min - C) / R)2
I' = 1.38 * (Di + 2*ts)3 * L / E
CM4
0.78*{(Di+2*ts)/2*(ts-C)}0.5
Xbar = [2*W*(ts-C)2/2 + A*(ts-C+CG)]/[2*W*(ts-c)+A]
Iyy =
2*W*(ts-C)*[(ts-C)/2 - Xbar]2 + Is + A*(CG + ts - Xbar)2
CM4
CM4 ( I' )
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CALCULATIONS FOR NO. OF STIFFNER REQUIRED.
HEIGHT OF DISHED ENDS Ho = CRo - SQRT((CRo - Do/2)*(CRo + Do/2 - 2* ro))
WHERE CRo = OUTSIDE CROWN RADIUS= R + th= 2208 MM
ro = OUTSIDE KNUCKLE RADIUS= r + th= 58 MM
HENCE Ho = 332 MM
Ls1 = TOTAL EFFECTIVE LENGTH OF SHELL FOR DETERMINATION OF STIFFNERS= Ls + 2*S.F. + 2/3 * Ho= 3051.33 MM
NO. OF STIFFNER REQUIRED= Ls1 / L + 1= 2 TOTAL
ON SHELL Ns= 0 (As dished ends are to be considered as stiffening rings)
2. DETERMINATION OF SECTIONAL PROPERTIES OF C/S OF LEG SUPPORT
HEIGHT OF WEB h MMWIDTH OF FLANGE w MMTHICKNESS OF WEB tw MMTHICKNESS OF FLANGE tf MM
C.S AREA = (h - 2*tf)*tw + 2 * w * tf
A = 3176.88
= 31.77 w
Cy = h/2 tw= 100 mm tf
10 CMCx = ((h-2*tf)*tf*tw/2 + 2*w * tf*(w/2))/A
= 21.404 mm= 2.140438 CM
Ixx =
= 16800191
= 1680.02
Iyy =
= 2423714
= 242.37
Z xx = Ixx / Cy
= 168001.9
= 168.0019
Z yy = Iyy / (w - Cx)
= 30837.78
= 30.83778
ISMB 100 11.5 14.6 100 75 7.2 4 257.5 40.8ISMB 125 13 16.6 125 75 7.6 4.4 449 43.7ISMB 150 14.9 19 150 80 7.6 4.8 726.4 52.6ISMB 175 19.3 24.62 175 90 8.6 5.5 1272 85ISMB 200 25.4 32.33 200 100 10.8 5.7 2235.4 150
mm2
Cm2
1/12*(h-2*tf)3*tw + 2*tf*w*(tf/2-Cy)2 + 2/12*w*tf3
mm4
cm4
1/12*(h-2*tf)*tw3 + (h-2*tf)*tw*(tw/2 - Cx)2 + 2/12*tf*w3+2*tf*w*(w/2-Cx)2
mm4
cm4
mm3
cm3
mm3
cm3
Designation
Weight per Meter W in KG.
Sectional Area A IN CM2
Depth of Section h
IN mm
Width of Flange b
in mm
Thickness of Flange tf in mm
Thickness of Web tw
in mm
Moment of Inertia in cm4
Ixx Iyy
ISMB 250 37.3 47.55 250 125 12.5 6.9 5131.6 334.5ISMB 300 44.2 56.26 300 140 12.4 7.5 8603.6 453.9ISMB 350 52.4 66.71 350 140 14.2 8.1 13630.3 537.7ISMB 400 61.6 78.46 400 140 16 8.9 20458.4 622.1ISMB 500 86.9 110.74 500 180 17.2 10.2 45218.3 1369.8ISMB 600 122.6 156.21 600 210 20.8 12 91813 2651
Connection Detaiil in mm
C51.5 10.9 9 4.5 98 65 17.5 35.5 3.571.8 11.7 9 4.5 98 89.2 17.9 35.3 3.796.9 13.1 9 4.5 98 113.9 18.05 37.6 3.9
145.4 18.9 10 5 98 134.5 20.25 42.25 4.25223.5 30 11 5.5 98 152.7 23.65 47.15 4.35
Moduli of Section in cm3 Radius at
Root r1 in mm
Radius at Toe r2 in
mm
Slope of Flange in D degreeZxx Zyy h1 h2 b1
410.5 53.5 13 6.5 98 194.1 27.95 59.05 4.95573.6 64.8 14 7 98 241.5 29.25 66.25 5.25778.9 76.8 14 7 98 288 31 65.95 5.55
1022.9 88.9 14 7 98 334.4 32.8 65.55 5.951808.7 152.2 17 8.5 98 424.1 37.95 84.9 6.63060.4 252.5 20 10 98 509.7 45.15 99 7.5
Connection Detaiil in mm
g35 55 1235 55 1240 55 1250 55 1255 60 16
Maximum Size of Flange Rivet in mm
g1 (Min)
3.0 SEISMIC LOAD CALCULATIONS (IN OPERATING CONDITION)
AS PER AP STANDARD 4WEQ-1005 REV 1 & UBC - 1997
V0638AC
SYMBOL DESCRIPTION FORMULA UNIT VALUE
Wo LAR OPER. WEIGHT OF EQUIPMENT Kg #REF!
N NO. OF LEG Nos 3
L LENGTH OF LEG CM 777
E YOUNG'S MODULUS 2038951
g GRAVITIONAL ACCELARATION 981
IXX MI OF LEG SUPPORT @ X-X 1680.02
IYY MI OF LEG SUPPORT @ Y-Y 242.37
Y DEFLECTION CM #REF!T PERIOD OF VIBRATION SEC #REF!
SEISMIC ZONE Considering California Zone - 4
SOIL TYPE - SD
Na NEAR SOURCE FACTOR AS PER TABLE 16-S - 1.00
Nv NEAR SOURCE FACTOR AS PER TABLE 16-T - 1.20
Cv SEISMIC COFFICIENT AS PER TABLE 16-R - 0.77
I* IMPORTANCE FACTOR AS PER TABLE 16-K - 1.25R FACTOR AS PER TABLE 16-P - 2.20
Ca SEISMIC COFFICIENT AS PER TABLE 16-Q - 0.44
Z SEISMIC ZONE FACTOR AS PER TABLE 16-I - 0.40
Ft CONCENTRATED FORCE AT TOP AS PER 4WEQ-1005-R1,7.6.1 Kg 0.00
V1 AS PER 34.2 OF 1634.5 0.56*Ca*I*Wo Kg #REF!
V2 AS PER 34.3 OF 1634.5 ((1.6*Z*Nv*I)/R)*Wo Kg #REF!
V3 AS PER 30.5 OF 1630.2.1 (2.5*Ca*(I/R))*Wo Kg #REF!
V MAX. OF V1, V2 V3 Kg #REF!Fe SHEAR FORCE V / 1.4 (UBC - 1612.3.2) Kg #REF!
* IMPORATNCE FACTOR IS CONSIDERED FOR CALIFORNIA
Kg/CM2
CM/SEC2
CM4
CM4
2*Wo*L3/(3*N*E(IXX+IYY))
2*p*(Y/g)1/2
5.0 OUTER VESSEL WEIGHT CALCULATIONS :
SYMBOL PARTICULARS FORMULA UNIT VALUE
Ws WT. OF SHELL CYLINDER KG 2061B.D. BLANK DIA. OF DISHED ENDS (Di+2*th)+(Di+2*th)/24 mm 2442
+ 2/3*(r+th)+2*S.F.
Wh WT. OF DISHED ENDS : KG 589Wst WT. OF STIFFNERS 1100Wex WT. OF SUPPORT, LEG, LUG, KG 500
PAD, PIPEING, VALVES, ETC.Wov WT. OF OUTER VESSEL Ws + Wh + Wst + Wex KG 4250
WeTOTAL EMPTY WT. OF EQUP. Wiv + Wov + Wp KG 7460
SAY = KG 7500
Wo OPERATING WEIGHT OF EQUIP.KG #REF!
say #REF!
p * (Di+ts) * Ls * ts * r s
2 * p/4* (B.D.)2 * th *rs
We + WL
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DESIGN OF OUTER VESSEL :
1.0 DESIGN DATA :
DESIGN CODE : ASME SECTION VIII DIV.1,ED-2007M.O.C. FOR SHELL SA 516 GR 70M.O.C. FOR HEAD SA 516 GR 70CONTENT PERLITE. + VACUUMWORKING PRESSURE VACUUMSECTION OF STIFFNING RING ISA 100 x 100 x 10
SR. NO. DESCRIPTION SYMBOL VALUE UNIT
1 DESIGN PRESSURE Po 0.1033 Mpa(g)2 INSIDE DIAMETER Di 4500 mm3 W.L. TO W.L. LENGTH Ls 16572 mm4 SHELL THICKNESS ts 14 mm5 INSIDE CROWN RADIUS R 4050 mm6 INSIDE KNUCKLE RADIUS r 500 mm7 S. F. OF DISHED ENDS S.F. 50 mm8 MINIMUM THICKNESS OF HEAD th min. 15 mm9 NOMINAL THICKNESS OF HEAD th 18 mm
10 CORROSION ALLOWANCE (EXTERNAL) c 3 mm11 MODULUS OF ELASTICITY E 29000000 PSI12 MAX. UNSUPPORTED LENGTH OF VESSEL L 1250 mm13 CROSS-SECTIONAL AREA OF STIFFNER RING As 19.0314 DIST. OF C.G. OF STIFFNER FROM VESSEL WALL CG 71.6 mm15 MOMENT OF INERTIA OF STIFFNER RING 17716 SP. GRAVITY OF VESSEL MATERIAL 7.85 -17 DESIGN TEMPERATURE -20 to+55 deg. C
cm2
Is cm4 r s
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2.0 CHECK FOR DISHEND THICKNESS : (UG-33(e) & L-6.2 OF ASME SEC.VIII DIV. 1)
SYMBOL PARTICULARS FORMULA UNIT VALUE
thc CORRODED THICKNESS OF DISHEND th min - c mm 12Ro OUTSIDE CROWN RADIUS OF D'END R + th mm 4065A FACTOR A 0.125/(Ro/thc) 0.000369B FACTOR B FROM TABLE. CS-2 OF Mpa(g) 3.83E+01
ASME SEC. II, PART DPa MAXIMUM ALLOWABLE EXTERNAL B/(Ro/t) Mpa(g) 0.1130
WORKING PRESSURE
ACTUAL EXTERNAL PRESSURE = 0.1013 Mpa(g) < 0.1130 Mpa(g)HENCE DISHEND THICKNESS PROVIDED = 6.2 MM MIN. IS O.K.
3.0 CHECK FOR SHELL THICKNESS : (UG-28 OF ASME SEC. VIII DIV. 1)
SYMBOL PARTICULARS FORMULA UNIT VALUE
Do OUTSIDE DIAMETER OF SHELL Di + 2 * ts mm 4528tsc CORRODED THICKNESS OF SHELL ts - c mm 11Do/t Do / tsc 411.64L/Do L / Do 0.276
A FACTOR A FROM TABLE. G OF 0.0005 ASME SEC. II PART D
B FACTOR B FROM TABLE CS-2 OF Mpa(g) 5.25E+01ASME SEC. II, PART D
Pa MAXIMUM ALLOWABLE EXTERNAL 4*B/(3*(Do/t)) Mpa(g) 0.170WORKING PRESSURE
ACTUAL EXTERNAL PRESSURE = 0.1013 Mpa (g) < 0.170 Mpa (g)HENCE SHELL THICKNESS PROVIDED = 8 MM IS O.K.
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4.0 CHECK FOR STIFFENER RINGS PROPERTIES (UG-29 OF ASME SEC. VIII. DIV. 1)
4.1 DETERMINATION OF REQUIRED MOMENT OF INERTIA
SYMBOL PARTICULARS FORMULA UNIT VALUE
P DESIGN EXT. PRESSURE -Po Mpa(g) 0.1033Do OUTSIDE DIA. OF SHELL Di + 2 * ts mm 4528t CORODED SHELL THICKNESS ts - c mm 11
As C/S AREA OF STIFFNER As 1903Ls DIST. BETWEEN LINE OF SUP. L mm 1250B FACTOR B 3/4*(P*Do)/(t+As/Ls) Mpa(g) 28.01A FACTOR A FROM TABLE. CS-2
OF ASME SEC. II PART D 0.000280CORRESPONDING TO BREQUIRED M.I. OF 8248298 RING + SHELL 824.830
CONVERSION: 1 PSI = 0.00689 Mpa(g)
4.2 DETERMINATION OF MOMENT OF INERTIA PROVIDED
W
SYMBOL PARTICULARS FORMULA UNIT VALUE
W EFFECTIVE WIDTH OF SHELL 1.1 * SQRT(Do * t) mm 245.49COMBINED C.G. DISTANCE mm 37.372PROVIDED COMBINED M.I. 8405898.7
841
<PROVIDED COMBINED MOMENT OF INERTIA IS MORE THAN REQUIRED COMBINED MOMENT OF INERTIA HENCE SELECTED SECTION OF
HENCE, STIFFNER RING IS O.K.
mm2
Is' (Do2 * Ls * (t+As/Ls) * A)/10.9 mm4 cm4
Xbar [W*t2/2 + As*(t+CG)]/[W*t+As]Is' pro W * t * [t/2 - Xbar]2 + Is mm4
+ As*(CG+t - Xbar)2 cm4
Is' Is' pro
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4.3 CALCULATIONS FOR NO. OF STIFFENER REQUIRED.
HEIGHT OF DISHED ENDS Ho = CRo - SQRT((CRo - Do/2)*(CRo + Do/2 - 2* ro))
WHERE CRo = OUTSIDE CROWN RADIUS= R + th= 4068.00 mm
ro = OUTSIDE KNUCKLE RADIUS= r + th= 518.00 mm
HENCE Ho = 978 mm
Ls1 = TOTAL EFFECTIVE LENGTH OF SHELL FOR DETERMINATION OF STIFFENERS= Ls + 2*S.F. + 2/3 * Ho= 17324.00 mm
NO. OF STIFFENER REQUIRED= Ls1 / L -1= 14 TOTAL
3. SEISMIC LOAD CALCULATIONS (IN OPERATING CONDITION) FOR EQUIPMENT
AS PER AP STANDARD 4WEQ-1005 REV 1 & UBC - 1997
VA2118A
SYMBOL DESCRIPTION FORMULA UNIT VALUE
Wo LAR OPER. WEIGHT OF EQUIPMENT WITH LAR Kg 22500
N NO. OF LEG Nos 3
L LENGTH OF LEG CM 791
E YOUNG'S MODULUS 2038951
g GRAVITIONAL ACCELARATION 981
IXX MI OF LEG SUPPORT @ X-X 6777.25
IYY MI OF LEG SUPPORT @ Y-Y 2653.19
Y DEFLECTION CM 229.0652T PERIOD OF VIBRATION SEC 3.0362
SEISMIC ZONE Considering california zone - 4
SOIL TYPE - SD
Na NEAR SOURCE FACTOR AS PER TABLE 16-S - 1.00
Nv NEAR SOURCE FACTOR AS PER TABLE 16-T - 1.20
Cv SEISMIC COFFICIENT AS PER TABLE 16-R - 0.77
I* IMPORTANCE FACTOR AS PER TABLE 16-K - 1.25R FACTOR AS PER TABLE 16-P - 2.20
Ca SEISMIC COFFICIENT AS PER TABLE 16-Q - 0.44
Z SEISMIC ZONE FACTOR AS PER TABLE 16-I - 0.40
Ft CONCENTRATED FORCE AT TOP AS PER 4WEQ-1005-R1,7.6.1 Kg 0.00
V1 AS PER 34.2 OF 1634.5 0.56*Ca*I*Wo Kg 6930
V2 AS PER 34.3 OF 1634.5 ((1.6*Z*Nv*I)/R)*Wo Kg 9818
V3 AS PER 30.5 OF 1630.2.1 (2.5*Ca*(I/R))*Wo Kg 14063
V MAX. OF V1, V2 V3 Kg 14063
Fe SHEAR FORCE V / 1.4 (UBC - 1612.3.2) Kg 10045
* Importance factor is taken for California Zone 4
Kg/CM2
CM/SEC2
CM4
CM4
2*Wo*L3/(3*N*E(IXX+IYY))
2*p*(Y/g)1/2
NOT TO GIVE AS PER AP1515
As per Air Prod directive Lateral accn factor for LOX is 0.536
LAF LAR Fe / W LAR 0.446
LAF LOX Fe / W LOX 0.536Fe LOX SHAER FORCE Fe LOX = W0 * LAF LOX kg 18771
Fe SHAER FORCE CONSIDERED Max of Fe LAR,Fe LOX kg 18771
LATERAL ACCELERATION FACTOR (For LAR Service)LATERAL ACCELERATION FACTOR (For LOX Service)
SEISMIC LOAD CALCULATIONS (IN OPERATING CONDITION)
I IMPORTANCE FACTOR - 1.25
a ACCELERATION COEFFICIENT - 0.11
L MAX. LENGTH OF LEG SUPPORT mm mm 550
H VESSEL HEIGHT OUT TO OUT FROM TOP TO BOTTOM D'ENDS mm 5538
hn TOTAL HEIGHT OF VESSEL ABOVE BOT. OF SUPPORTS (H + L) m m 6.088
T STRUCTURAL PERIOD OF VIBRATION (hn / 46) sec 0.1323
C EARTHQUAKE DESIGN COEFFICIENT - 0.5294
S SITE FACTOR - 1
Rf STRUCTURAL RESPONSE FACTOR - 2.1
(TABLE 6.2.6 (b) VESSEL ON UNBRACED LEGS)
Wo OPERATING WEIGHT OF EQUIPMENT KG #REF!
Gg GRAVITY LOAD (OPERATING WEIGHT OF VESSEL) (CLAUSE 6.2.5) N #REF!
V1 EARTHQUAKE BASE SHEAR (CLAUSE 6.2.2) N #REF!
V2 MIN. EARTHQUAKE BASE SHEAR (CLAUSE 6.2.2) (0.01Gg) N #REF!
V3 MAX. EARTHQUAKE BASE SHEAR (CLAUSE 6.2.2) N #REF!
VEARTHQUAKE BASE SHEAR TO BE CONSIDERED N #REF!
MIN OF {[MAXOF (V1,V2)],V3} SAY = N #REF!
La HT. OF C.G. OF VESSEL (1/2 *(H)+L m 3.32
MeSEISMIC MOMENT AT BOTTOM W.L. V * La N m #REF!
SAY = N m #REF!
6 SEISMIC LOAD CALCULATION FOR OUTER VESSEL
AS PER AS 1170.4 (CLAUSE 6.2.2)
( 1.25 * a / T2/3 )
( I * (C*S / Rf) * Gg )
( I * (2.5*a / Rf) * Gg )
7 WIND LOAD CALCULATIONS OUTER VESSEL :
(REF. AS 1170.2)
REGIONAL 3S GUST WIND SPEED FOR ANNUAL PROBABILITY OF m/sec 88
EXCEEDANCE OF 1/500, FOR REGION D
WIND DIRECTION MULTIPLIER (FOR ANY DIRECTION) - 1
TERRAIN/ HEIGHT MULTIPLIERS - 1.05
FOR TERRAIN CATEGORY 2, HEIGHT <= 5 m ( TABLE 4.1(A) )
SHIELDING MULTIPLIER ( SECTION 4.3.1 ) - 1
- 1
SITE WIND SPEED (ANY DIRECTION) M/S 92.4
SECTION-2 CLAUSE-2.2
DESIGN WIND SPEED M/SEC 92.4
DENSITY OF AIR KG/M3 1.2
AERODYNAMIC SHAPE FACTOR (CLASUE C.5.2) - 0.63
DYNAMIC RESPONSE FACTOR (CLAUSE 2.4.1) - 1
P DESIGN WIND PRESSURE N/m2 3227.28
D OUTSIDE DIAMETER OF VESSEL m 2.216
L HEIGHT OF VESSEL m 6.215
Fw WIND FORCEP * D * L N 44447.6
SAY = N 44500
Mw WIND MOMENTP * D * L * L/2 N m 138120.92
VR
VR = FD * 80 m/sec WHERE FD = 1.1
Md
MZ,cat
MS
Mt TOPOGRAPHIC MULTIPLIER (= Mn) ( SECTION 4.4.1(B) )
Vsit VR * Md (MZ,cat * MS * Mt)
Vdes
(= Vsit, FOR NO SPECIFIC CARDIAL DIRECTION)
Qair
Cfig
Cdyn
(0.5 * Qair ) Vdes2 * Cfig * Cdyn
8. CALCULATION OF LEG, BASE PLATE & ANCHOR BOLT UNDER SEISMIC LOAD:
8.1 DESIGN DATA :
SR. NO. DESCRIPTION SYMBOL VALUE UNIT1 OPERATING WEIGHT Wo #REF! KG
EMPTY WEIGHT 35700OUTSIDE DIA OF THE VESSEL Do 2216
2 PCD OF LEG SUPPORT PCD 1950 MM3 NUMBER OF LEGS N 3 NOS.4 MAX HEIGHT OF LEG SUPPORT ABOVE BASE Lsp 791 MM5 WL TO WL OF O/V H 4730 MM
OVERALL HEIGHT OF THE VESSEL Ht 62156 DISTANCE FROM LEG ATTACHMENT TO WL TO WL L 112 MM7 C.G. OF VESSEL ABOVE BASE = H/2+L+Lsp C.G. 3268 MM8 SEISMIC FORCE AT BASE Fe #REF! KG9 SEISMIC MOMENT AT BASE = Fe * C.G. Me #REF! KG M
DESIGN WIND PRESSURE Pw 329.31 Kg/m210 WIND FORCE AT BASE. Fw 4538 Kg11 WIND MOMENT AT BASE Mw 14087 KG M10 LEG SUPPORT WIDTH W 200 MM11 LEG SUPPORT HEIGHT Hsp 250 MM12 THICKNESS OF LEG SUPPORT tsp 10 MM13 ECCENTRICITY e 0 MM14 NO OF BOLTS PER LEG Nb 4 No15 SIZE OF BOLT M3316 ROOT AREA OF BOLT Ab 6.751 CM217 PERMISSIBLE TENSILE STRESS IN BOLT ## fat per 1720 KG/CM218 PERMISSIBLE SHEAR STRESS IN BOLT ## fsh per 1032 KG/CM219 WIDTH OF BASE PLATE B 400 MM20 LENGTH OF BASE PLATE D 425 MM21 PROJECTION OF BASE PLATE b 100 MM22 THICKNESS OF BASE PLATE t bp 45 MM23 WIDTH OFBASE PLATE ON OPEN SIDE L1 400 MM
## BOLTS TO BE ARRANGED BY CLIENT
8.2 DESIGN OF LEG SUPPORT :
8.2.1 DETERMINATION OF LOADING SEISMIC :
Fe1 = SEISMIC FORCE AT TOP OF LEG= Fe= #REF! KG
SAY = #REF! KG
Me1 = SEISMIC MOMENT AT TOP OF LEG= Fe1 * (C.G. - Lsp)= #REF! KG M
Pcomp. = MAX. COMP. FORCE IN ONE LEG = Wo/N + 4 * Me1 / (N*PCD)= #REF! KG
SAY = #REF! KG
Ts= TOP SHEAR IN ONE LEG= Fe1/N= #REF! KG
BM= BENDING MOMENT AT BASE OF EACH LEG= Ts*Lsp= #REF! KG. M
8.2.2 DETERMINATION OF LOADING WIND:
Fw1 = WIND FORCE AT TOP OF LEG= Pw*Do*(Ht-Lsp)= 3958 KG
SAY = 4000 KG
Mw1 = WIND MOMENT AT TOP OF LEG= Fw1 * (Ht. - Lsp)/2= 10848 KG M
Pcomp. = MAX. COMP. FORCE IN ONE LEG = Wo/N + 4 * Mw1 / (N*PCD)= #REF! KG
SAY = #REF! KG
Ts= TOP SHEAR IN ONE LEG= Fw1/N= 1333 KG
BM= BENDING MOMENT AT BASE OF EACH LEG= Ts*Lsp= 1055 KG. M
8.2.3 MAX. LOAD ON LEG SUPPORT FOR DESIGN
Pcomp. = MAX. COMP. FORCE IN ONE LEG= MAX(Pcomp.e,Pcomp.w)= #REF! Kg
BM = MAX. BENDING MOM. AT BASE OF EACH COLUMN= MAX(BMe,BMw)= #REF! Kg m
DISTRIBUTION OF BASE SHEAR ON LEGS DUE TO SEISMIC FORCE FeFe
SUPPORT A SUPPORT A IS MORE CRITICAL
X'' X''
X' X'
SUPPORT B SUPPORT B
MOMENT OF INERTIA @ X'-X' AXIS
Ix'x' =
= 5746.2
TOTAL OF M.I @ AXIX PERPENDICULAR TO SEISMIC LOADIyy + 2*Ix'x'
= 14145.655
BASE SHEAR AT SUPPORT AFsA =
= 750.24778 KG
MOMENT @ MINOR AXIS AT BASE OF SUPPORT AMbA = FsA*Lsp
= #REF! KGCM
A = C/S AREA
= 63.000 (AS SHOWN IN ATTACHED SHEET)
MI = MOMENT OF INERTIA
= 6777.25 (AS SHOWN ATTACHED SHEET)
Zx = SECTIONAL MODULUS= MI /Cy
= 542.18 (AS PER ATTACHED SHEET)
re = RADIUS OF GYRATION= SQRT(MI / A)= 10.372 CM
SLENDERNESS RATIO= Hsp/re= 7.626
30O 30O
Ixx*COS2300+IYY*SIN2300
CM4
S I =
CM4
Fw1*Iyy/ S I
CM2
CM4
CM3
l =
fcc = ELASTIC CRITICAL STRESS
=
= 345992.37
fy = Yield Strength= 2549.00 KG/CM2 (YIELD FOR IS2062 UPTO 20THK)
IS2062 is equivalent toA36n = A FACTOR
= 1.40
ALLOWABLE AXIAL COMPRESSIVE STRESS
=
= 1528.27
CHECK FOR STRESSES AT BASE OF LEG SUPPORTS:
Pcomp. / A + BM / Zx
= #REF!
STRESS RATIO == #REF!< 1.00
8.3 DESIGN OF BASE PLATE :
BPmax = MAX. BEARING PRESSURE BELOW BASE PLATE
=
= #REF!
b = PROJECTION OF BASE PLATE BEYOND LEG SUPPORT= 100= 10 CM
Mbp = MOMENT AT FACE OF LEG DUE TO BEARING PRESSURE
== #REF! KG CM
Zbp = SECTIONAL MODULUS OF BASE PLATE
=
= 135.000
Mbp / Zbp
= #REF!
< 0.66*2447 = 1615.02(YIELD FOR IS2062 UPTO 40THK IS 240MPA
=2447 KG/CM2 )Mbpc = MOMENT INSIDE LEG DUE TO BEARING PRESSURE
== #REF! KG CM
Mbpc / Zbp
= #REF!
< 0.66*2447 = 1615.02
p2*E/l2
KG/CM2
sac =
MIN OF (0.6*fcc*fy/{[(fcc)n+(fy)n]1/n} & 0.6*fy)
KG/CM2
sac cal =
KG/CM2
sac cal / sac
Pcomp / (B*D) + 6 * BM /B2*D
KG / CM2
BPmax * b2 * B / 2
B * tbp2 / 6
CM3
sb1 =
KG / CM2
KG / CM2 KG/CM2
BPmax * L12 /12
sb2 =
KG / CM2
KG / CM2 KG/CM2
8.4 CHECK FOR ANCHOR BOLTS :
Te leg = TENSION IN ONE LEG DUE TO EARTHQUAKE LOAD= 4 * Me / (N * PCD) - Wo / N= #REF! KG= #REF!
Tw leg = TENSION IN ONE LEG DUE TO WIND LOAD= 4 * Mw / (N * PCD) - Wo / N= -2267.653 KG= -2267
Te leg < Tw leg HENCE WIND LOAD GOVERNS ANCHOR BOLT DESIGN
T leg= MAX. TENSION IN ONE LEG= #REF! KG
MAX. FORCE IN ONE BOLT(TENSILE) Tb = T leg / Nb= #REF! KG
SAY = #REF! KG
ROOT AREA OF BOLT Aroot = 6.751
MAX. TENSILE STRESS IN ONE BOLT fat = Tb / Aroot
= #REF!
SHEAR FORCE IN ONE BOLT SHb = Fe1 / (N * Nb)= #REF! KG= #REF! KG
MAX. SHEAR STRESS IN ONE BOLT fsh = SHb / Aroot
= #REF!
STRESS RATIO == #REF!< 1
CM2
KG/CM2
KG/CM2
SQRT ( (fat/fat per)2 + (fsh/fsh per)2 )
6.0 WIND LOAD CALCULATION FOR OUTER VESSEL:(AS PER ASCE 7-98)(REF : SPC No. OO-ZA-E-09003 CLAUSE - 2.1
SYMBOL DESCRIPTION FORMULA UNIT VALUE
H HT. OF THE VESSEL FROM G.L. Ls +2*Ho +2*SF + Lsp m #REF!Do WIND RESISTING DIAMETER Di + 2*ts m #REF!V BASIC WIND SPEED m / sec #REF!
EXPOSURE CKz VELOCITY PRES. EXPOSURE COEFF. FROM TABLE 6.5 1.24
FACTOR FOR x >> Lh FROM FIG. 6.2 0Kzt TOPOGRAPHY FACTOR 1Kd WIND DIRECTIONALITY FACTOR FROM TABLE 6.6 0.95I IMPORTANCE FACTOR 1qz VELOCITY PRESSURE (6.5.10) #REF!qzc VELOCITY PRESSURE IN kg/m2 qz / 9.806 #REF!G GUST COEFFICIENT FROM SEC. 6.5.8 (FOR RIGID STR.) 0.85Cf NET FORCE COEFFICIENT 0.70Af WIND RESISTING AREA H * Do #REF!Fw WIND FORCE AT BASE qzc * G * Cf * Af kg #REF!
SAY (SECTION 6.5.13) kg #REF!Mw WIND MOMENT AT BASE qzc * G * Cf * Af * H/2 kg m #REF!
SAY kg m #REF!
CHECK FOR WIND INDUSED VIBRATIONS AS PER 32- SAMSS -004 CALUSE 7.11.2
CASE -1
H = #REF! < 30 m H/Do = #REF! < 15
CASE - 2 = #REF! > 400
HENCE, WIND INDUSED VIBRATION IS NOT REQUIRED.
K2
(1+K1*K2*K3)2
0.613 * Kz * Kzt * Kd * V2 * I N / m2
kg / m2
FOR CYLINDERS (6.10 TABLE)
m2
W / HDo2
DESIGN OF OUTER VESSEL LEG SUPPORT FOR V-483 :
CALCULATION FOR LEG, BASE PLATE :(Ref. Bednar)
DESIGN DATA :
SR. NO. DESCRIPTION SYMBOL VALUE UNIT1 OPERATING WEIGHT Wo 17624 KG2 BCD OF LEG SUPPORT BCD 2240 MM3 NUMBER OF LEGS N 4 NOS.4 MAX HEIGHT OF LEG SUPPORT ABOVE BASE Lsp 1450 MM5 LENGTH OF SHELL COURSE H 3020 MM6 DISTANCE FROM LEG ATTACHMENT TO WL TO WL L 0 MM
7 C.G. 2919 MM
8 SEISMIC FORCE AT BASE Fe 8469 KG9 SEISMIC MOMENT AT BASE = Fe * C.G. Me 24721.01 KG M
10 LEG SUPPORT WIDTH W 100 MM11 LEG SUPPORT LENGTH Hsp 200 MM12 THICKNESS OF LEG SUPPORT tsp 10.8 MM13 ECCENTRICITY e 0 MM14 NO OF BOLTS PER LEG Nb 2 No15 SIZE OF BOLT M2016 ROOT AREA OF BOLT Ab 2.21 CM217 PERMISSIBLE TENSILE STRESS IN BOLT ## fat per 1720 KG/CM218 PERMISSIBLE SHEAR STRESS IN BOLT ## fsh per 1032 KG/CM219 WIDTH OF BASE PLATE B 350 MM20 LENGTH OF BASE PLATE D 350 MM21 PROJECTION OF BASE PLATE b 75 MM22 THICKNESS OF BASE PLATE t bp 24 MM23 WIDTH OFBASE PLATE ON OPEN SIDE L1 350 MM
## BOLTS TO BE ARRANGED BY CLIENT
Properties for ISMB200
Ixx = 2235.4
Iyy= 150Area= 32.33
4.2 DESIGN OF LEG SUPPORT :
DETERMINATION OF LOADING :
Fe1 = SEISMIC FORCE AT TOP OF LEG= Fe= 8469.0 KG
SAY = 8500 KG
Me1 = SEISMIC MOMENT AT TOP OF LEG= Fe1 * (C.G. - Lsp)= 12487 KG M
Pcomp. = MAX. COMP. FORCE IN ONE LEG = Wo/N + 4 * Me1 / (N*PCD)= 9980.3 KG
SAY = 10000 KG
C.G. OF VESSEL ABOVE BASE = C.G. IN OPERATING CONDITION+L+Lsp
cm4
cm4
DESIGN OF OUTER VESSEL LEG SUPPORT FOR V-483 :
MOMENT OF INERTIA @ X'-X' AXIS
Ix'x' =
= 1192.7
TOTAL OF M.I @ AXIX PERPENDICULAR TO SEISMIC LOAD4*Ix'x'
= 4770.8
BASE SHEAR AT SUPPORT AFsA =
= 267.250776 KG
MOMENT @ MINOR AXIS AT BASE OF SUPPORT AMbA = FsA*Hsp
= 38751.3625 KGCM
A = C/S AREA
= 32.330
MI = MOMENT OF INERTIA
= 2235.40
Zx = SECTIONAL MODULUS= MI /Cy
= 168.00
re = RADIUS OF GYRATION= SQRT(MI / A)= 8.315 CM
SLENDERNESS RATIO= Hsp/re= 17.438
Ixx*COS245°+IYY*SIN2450
CM4
S I =
CM4
Fe1*Iyy/ S I
CM2
CM4
CM3
l =
DESIGN OF OUTER VESSEL LEG SUPPORT FOR V-483 :
fcc = ELASTIC CRITICAL STRESS
=
= 66178.98
fy = Yield Strength= 2549.00 KG/CM2 (YIELD FOR IS2062 UPTO 20THK)
n = A FACTOR = 1.40
ALLOWABLE AXIAL COMPRESSIVE STRESS
=
= 1518.06
CHECK FOR STRESSES AT BASE OF LEG SUPPORTS:
Pcomp. / A + BM / Zx
= 539.97
STRESS RATIO == 0.356< 1.33
4.3 DESIGN OF BASE PLATE :
BPmax = MAX. BEARING PRESSURE BELOW BASE PLATE
=
= 51.28
b = PROJECTION OF BASE PLATE BEYOND LEG SUPPORT= 75= 7.5 CM
Mbp = MOMENT AT FACE OF LEG DUE TO BEARING PRESSURE
== 50481.5 KG CM
Zbp = SECTIONAL MODULUS OF BASE PLATE
=
= 33.600
Mbp / Zbp
= 1502.43
< 0.66*2447 = 1615.02(YIELD FOR IS2062 UPTO 40THK IS 240MPA
=2447 KG/CM2 )Mbpc = MOMENT INSIDE LEG DUE TO BEARING PRESSURE
== 5235.1 KG CM
Mbpc / Zbp
= 155.81
< 0.66*2447 = 1615.02
p2*E/l2
KG/CM2
sac =
MIN OF (0.6*fcc*fy/{[(fcc)n+(fy)n]1/n} & 0.6*fy)
KG/CM2
sac cal =
KG/CM2
sac cal / sac
Pcomp / (B*D) + 6 * BM /B2*D
KG / CM2
BPmax * b2 * B / 2
B * tbp2 / 6
CM3
sb1 =
KG / CM2
KG / CM2 KG/CM2
BPmax * L12 /12
sb2 =
KG / CM2
KG / CM2 KG/CM2
DESIGN OF OUTER VESSEL LEG SUPPORT FOR V-483 :
4.4 CHECK FOR ANCHOR BOLTS :
Te leg = TENSION IN ONE LEG DUE TO EARTHQUAKE LOAD= 4 * Me / (N * PCD) - Wo / N= 6630.16563 KG= 6650
Tw leg = TENSION IN ONE LEG DUE TO WIND LOAD= NOT CONIDERED
T leg= MAX. TENSION IN ONE LEG= 6650.0 KG
MAX. FORCE IN ONE BOLT(TENSILE) Tb = T leg / Nb= 3325 KG
SAY = 3330 KG
ROOT AREA OF BOLT Aroot = 2.21
MAX. TENSILE STRESS IN ONE BOLT fat = Tb / Aroot
= 1506.8
SHEAR FORCE IN ONE BOLT SHb = Fe1 / (N * Nb)= 1058.63 KG= 1060 KG
MAX. SHEAR STRESS IN ONE BOLT fsh = SHb / Aroot
= 479.64
STRESS RATIO == 0.9917< 1.33
Leg Support Properties (For Ref). :
ISMB 100 11.5 14.6 7.2 4 257.5 40.8 51.5 10.9ISMB 125 13 16.6 7.6 4.4 449 43.7 71.8 11.7ISMB 150 14.9 19 7.6 4.8 726.4 52.6 96.9 13.1ISMB 175 19.3 24.62 8.6 5.5 1272 85 145.4 18.9ISMB 200 25.4 32.33 10.8 5.7 2235.4 150 223.5 30ISMB 250 37.3 47.55 12.5 6.9 5131.6 334.5 410.5 53.5ISMB 300 44.2 56.26 12.4 7.5 8603.6 453.9 573.6 64.8ISMB 350 52.4 66.71 14.2 8.1 13630.3 537.7 778.9 76.8ISMB 400 61.6 78.46 16 8.9 20458.4 622.1 1022.9 88.9ISMB 500 86.9 110.74 17.2 10.2 45218.3 1369.8 1808.7 152.2ISMB 600 122.6 156.21 20.8 12 91813 2651 3060.4 252.5
CM2
KG/CM2
KG/CM2
SQRT ( (fat/fat per)2 + (fsh/fsh per)2 )
Designation
Weight per Meter W in KG.
Sectional Area A IN CM2
Thickness of Flange tf in
mm
Thickness of Web tw
in mm
Moment of Inertia in cm4 Moduli of Section in cm3
Ixx Iyy Zxx Zyy
LL2
Page 145
LIFTING HOOK DESIGN CALCULATIONS :
We = EMPTY WEIGHT OF TANK = 81 KG
A) PROPERTIES OF WELD :A.1) LIFTING LUG ON DISH END
Y8
W1 t1 = SIZE OF W1 FILLET LEG 5t2 = SIZE OF W2 FILLET LEG 5
W2L1 = LENGTH OF W1 75
75 L2 = LENGTH OF W2 95
X 95 X w1 = THICKNESS OF LUG 8
w2 = WIDTH OF W2 40
30 DEGREER1 = RADIUS OF LIFTING LUG
40 = 30 mm
r1 = RADIUS OF HOLE IN THE LUGY = 15 mm
h1 = DIST. OF HOLE FROM W1 (AT CENTER)= 40 mm
h2 = DIST. OF HOLE FROM W2 (AT CENTER)= 45 mm
PROPERTIES OF W1 :
a1 = EFFECTIVE AREA OF W1 a2 = EFFECTIVE AREA OF W2= 2* L1 * t1 * 0.707 = 2*(L2 + w2) * t2 * 0.707
= 530.25 = 954.45
Ixx1 = M.I. @ X-X AXIS OF W1 Ixx2 = M.I. @ X-X AXIS OF W2
= =
= 248554.6875 = 1143204
Iyy1 = M.I. @ Y-Y AXIS OF W1 Iyy2 = M.I. @ Y-Y AXIS OF W2
= =
= 8484 = 306366.7
Zxx1 = SECTIONAL MODULUS @ X-X AXIS Zxx2 = SECTIONAL MODULUS @ X-X AXIS= 2*Ixx1 / L1 = 2*Ixx2 / L2
= 6628.125 = 24067.46
Zyy1 = SECTIONAL MODULUS @ Y-Y AXIS Zyy2 = SECTIONAL MODULUS @ Y-Y AXIS= 2*Iyy1 / w1 = 2*Iyy2 / w2
= 2121 = 15318.33
q (MIN) =
MM2 MM2
2/12 *L13 * t1*0.707 2/12 *L23 * t2*0.707+ 2*w2*t2*.707*(L2/2)
MM4 MM4
2*L1*t1*0.707*(w1/2)2 2/12 *w23 * t2*0.707+2*L2*t2*0.707*(w2/2)
MM4 MM4
MM3 MM3
MM3 MM3
LL2
Page 146
DETERMINATION OF MAX. PERMISSIBLE STRESS
FOR E7018 ELECTRODES NOMINAL TENSILE STRENGTH IS 70 ksi = 49.217
MAX. PERMISSIBLE SHEAR STRESS ON EFFECTIVE AREA OF WELD= 0.3 * NOMINAL TENSILE STRESGTH OF WELD METAL
= 14.765
ALLOABLE SHEAR STRESS IN LIFTING LUG= 0.44 * YIELD STRESS OF LUG MATERIAL
= 0.44 * 24 (FOR IS 2062 MATERIAL)
= 10.560
CHECK FOR LIFTING LUGS ON DISHED ENDS
TANK IN VERTICAL POSITION AND IS LIFTED WITH TWO LUGS ON DISHED ENDS
30 DEGREEW = 1.2 * We
= 97.2 KG R1 = RADIUS OF LIFTING LUGW = 75 MM
r1 = RADIUS OF HOLE IN THE LUG= 15 MM
Fh1 = DIST. OF HOLE FROM W1
(AT CENTER)q q = 40 MM
h2 = DIST. OF HOLE FROM W2(AT CENTER)
= 45 MM
= W / 2= 48.6 KG
Fh = HORIZONTAL COMPONENT OF FORCE ON LIFTING LUG== 84 KG
Fhx = Fhy == 0.0 KG = 84 KG
CHECK FOR WELD W1 :
Mx1 = Fhx * h1 My1 = Fhy * h1= 0 KG MM 3367.107 KG MM
KG / MM2
s per =
KG / MM2
ss per =
KG / MM2
KG / MM2
q (MIN) =
W / ( 2*TAN q )
Fh * COS 90O Fh * SIN 60O
LL2
Page 147
STRESS IN WELD DUE TO Mx STRESS IN WELD DUE TO My= Mx/Zxx1 = My/Zyy1
= 0.000 = 1.588
Fv / a1
= 0.092
Fh / a1
= 0.159
RESULTANT SHEAR STRESS IN WELD
=
= 1.687 < 14.77 ( SAFE )
CHECK FOR WELD W2 :
Mx2 = Fhx * h2 My2 = Fhy * h2= 0 KG MM = 3788 KG MM
STRESS IN WELD DUE TO Mx STRESS IN WELD DUE TO My= Mx2/Zxx2 = My2/Zyy2
= 0.000 = 0.247
Fv / a2
= 0.051
Fh / a2
= 0.088
RESULTANT SHEAR STRESS IN WELD
=
0.311 < 14.77 ( SAFE )
CHECK FOR STRESS IN LIFTING LUG:
F == 97 KG
SHEAR STRESS IN LIFTING LUG= F / (2*(R1-r1)*w1)
= 0.10 < 10.56 ( SAFE )
sbx1 = sby1 =
KG / MM2 KG / MM2
sv1 =
KG / MM2
sh1 =
KG / MM2
sr1 =
SQRT((sbx1+sby1+sv1)2+sh12)
KG / MM2 KG / MM2
sbx2 = sby2 =
KG / MM2 KG / MM2
sv2 =
KG / MM2
sh2 =
KG / MM2
sr2 =
SQRT((sbx2+sby2+sv2)2+sh22)
KG / MM2 KG / MM2
SQRT(Fh2 + Fv2 )
ss =
KG / MM2 KG / MM2
LL2
Page 148
MMMM
MM
MM
MMMM
SECTIONAL MODULUS @ X-X AXIS
SECTIONAL MODULUS @ Y-Y AXIS
* t2*0.707+ 2*w2*t2*.707*(L2/2)2
* t2*0.707+2*L2*t2*0.707*(w2/2)2
LL2
Page 149
RADIUS OF LIFTING LUG
RADIUS OF HOLE IN THE LUG
DIST. OF HOLE FROM W1
DIST. OF HOLE FROM W2
SAFETY DEVICE SIZING FOR OUTER VESSEL
(Ref.: Clause 6.4.2 of CGA - 341 - 2002)
Vg = Gross capacity of inner vessel = 172.000
Vw = Water capacity of inner vessel = Vg * 1000 = 172000 Kg
Ar = Required discharge area = 0.34*Vw = 58480.00
Di = Safety device inside diameter (6" NB Sch 40S) = 154.00 mm
Ai = = 18626.50
N = Number of safety devices = 4
Ap = Provided discharge area of safety devices = Ai * N = 74506.01
As Ap > Ar, selected size for safety device is OK
m3
mm2
Discharge area of one safety device = p/4 * Di2 mm2
mm2