thickness cal. fo dm water storage tank-api 650
TRANSCRIPT
WNER
GAIL (INDIA) LIMITED, PATA
CONSULTANT
ENGINEERS INDIA LIMITED, NEW DELHI
SUPPLIER
TRIVENI ENGINEERING & INDUSTRIES
LIMITED
PROJECT DM WATER PLANT & CPU for GAIL
PETROCHEMICAL COMPLEX-II, PATA, (U.P.)
Document Title Thickness Calculation for DM Water Storage Tank.
Document Number A096/000/TEIL/PXD-972-12-019A REV: 02
Revised as per discussion
with EIL dated 05/09/2012. 12/09/2012 02 Raman D. Desai S. Rao
Revised as per EIL’s
comments. 03/08/2012 01 Raman D. Desai S. Rao
First Submission. 01/08/2012 0 Raman D. Desai S. Rao
Description Dated Rev. Prepared By Checked By Approved By
CONTENTSSECTION PAGE NO.
0.51 DESIGN DATA
2 DESIGN OF SHELL PLATES
3 DESIGN OF CONE ROOF PLATES
4 DESIGN OF COMPRESSION RING
5 DESIGN OF BOTTOM PLATES
6 DESIGN OF INTERMIDIATE WIND GIRDER
7 EXTERNAL PRESSURE DESIGN
8 SEISMIC OVERTURNING STABILITY OF TANK
9 WIND OVERTURNING STABILITY OF TANK (WITH ANCHORAGE REQUIREMENT FOR NET UPLIFT)
10 TOTAL UNCORRODED WEIGHT OF TANK
11 CALCULATION OF COUNTERBALANCING WEIGHT
12 FOUNDATION LOAD DATA
1.0 DESIGN DATA :PARAMETERS SYMBOL VALUES UNITSINSIDE DIAMETER OF SHELL D 10.9 mNOMINAL HEIGHT OF SHELL H 0.5 mGROSS CAPACITY OF TANK Q 1017 m3DESIGN INTERNAL TEST PRESSURE Pi 150 mmWG APP F4.4 API650DESIGN EXTERNAL PRESSURE (VACUUM) Pe 50 mmWGMAXIMUM LIQUID LEVEL hop 10.90 mDESIGN LIQUID LEVEL h 10.90 m
HYDROTEST LIQUID LEVEL ht 0.69 mDESIGN SP. GRAVITY OF PRODUCT SG 0.995
Gd 1 -SP. GR. OF TEST LIQUID Gt 1 -DESIGN TEMPERATURE T 65 °CC.A.FOR BOTTOM SKETCH PLATES - 1 mmC.A.FOR BOTTOM ANNULAR PLATES - 1 mmC.A.FOR CONE ROOF PLATES - 0.5 mmNO. OF SHELL COURSES N 5 NOS.
JOINT EFFICIENCY OF SHELL 0.85RADIOGRAPHY AS PER CODE
TYPE OF ROOF : FIXED STRUCTURALLY SUPPORTED CONE ROOF
SLOPE OF ROOF 1:12 (4.76°)
DESIGN WIND VELOCITY 47m/s 169.2 km/hr
SEISMIC DATA
ZONE IV
ZONE FACTOR 0.24
IMPORTANCE FACTOR 1.25
SEISMIC USE GROUP I
SOIL SITE CLASS D
Ss 0.7
S1 0.35
So 0.16
HOT INSULATION 0 mm
TANK COMPONENT
SMOC YEILD (MPa) UTS (MPa) 'Sd' (MPa) 'St' (MPa) E (MPa)
MOC OF BOTTOM SKETCH PLATE IS 2062 Gr B 250 410 164 176 202706
MOC OF ANNULAR PLATE IS 2062 Gr B 250 410 164 176 202706
MOC OF SHELL BOTTOM COURSES IS 2062 Gr B 250 410 164 176 202706
MOC OF SHELL OTHER TOP COURSES IS 2062 Gr B 250 410 164 176 202706
MOC OF CONE ROOF IS 2062 Gr B 250 410 164 176 202706
COURSE NO. FROM
BOTTOM
SHELL COURSE WIDTH
mm
DESIGN HEIGHT m
MATERIAL OF CONSTRUCTIO
NC.A. mm
1 2000 10.90 IS 2062 Gr B 0
2 1500 8.90 IS 2062 Gr B 0
3 1500 7.40 IS 2062 Gr B 0
4 1500 5.90 IS 2062 Gr B 0
5 1500 4.40 IS 2062 Gr B 0
6 1500 2.90 - 0
7 1400 1.40 - 0
8 0 0.00 - 0
9 0 0.00 - 0
10 0 0.00 - 0
1.3 DATA FOR WIND STABILITY CHECK:
ANALYSE FOR 1.CORR. 2.UN-CORR. 1
Frangibility: Enter 1 for frangible & 2 for Non-Frangible 2
DESIGN SP. GRAVITY OF PRODUCT / HYDROTEST WATER, WHICH EVER IS HIGHER
1.1MATERIAL OF CONSTRUCTION
1.2 SHELL COURSE DETAIL
2 OF 14 TCE FORM NO.10 R0
2.0 DESIGN OF SHELL : ( AS PER 1 FOOT METHOD : CL. 5.6.3 OF API-650 )
MATERIALYEILD (MPa) UTS (MPa) 'Sd' (MPa) 0.5
IS 2062 Gr B 415 550 220 236 5.6.2.1 OF API-650
IS 2062 Gr B 250 410 164 176 5.6.2.2 OF API-650
DESIGN SHELL THICKNESS, 'td' = [ 4.9 x D x ( h - 0.3 ) x Gd / Sd ] + C.A mm 5.6.3.2 OF API-650HYDROSTATIC TEST SHELL THICKNESS, 'tt' = [4.9x D x ( h - 0.3 ) x Gt / St ] mm 5.6.3.2 OF API-650
MINIMUM NOMINAL THICKNESS OF SHELL = 5.00 mm 5.6.1.1 OF API-650FOR TANK DIAMETERLESS THAN 15 M.HENCE MINIMUM NOMINAL THICKNESS OF SHELL =5MM
MATL. CORR. DESIGN TEST DESIGN TEST ADOPD. CORR. WT. WT.OF ALLOW. STRESS STRESS THK. THK. THK, THK UN-CORR CORR.
CONST. 'Sd' 'St', 'td' 'tt' 't' tc'
(MM) (Mpa) (Mpa) (MM) (MM) (MM) (MM) (MT) (MT)
1 2000 10.9 IS 2062 Gr B 0.00 220.00 236.00 2.573 2.399 8.00 8.00 4.304 4.304
2 1500 8.9 IS 2062 Gr B 0.00 220.00 236.00 2.088 1.946 6.00 6.00 2.421 2.421
3 1500 7.4 IS 2062 Gr B 0.00 220.00 236.00 1.724 1.607 6.00 6.00 2.421 2.421
4 1500 5.9 IS 2062 Gr B 0.00 220.00 236.00 1.360 1.267 6.00 6.00 2.421 2.421
5 1500 4.4 IS 2062 Gr B 0.00 220.00 236.00 0.995 0.928 6.00 6.00 2.421 2.421
6 1500 2.9 - 0.00 164.00 176.00 0.847 0.789 6.00 6.00 2.421 2.421
7 1400 1.4 - 0.00 164.00 176.00 0.358 0.334 6.00 6.00 2.259 2.259
8 0 4.44089E-16 - 0.00 164.00 176.00 -0.098 -0.091 0.00 0.00 0.000 0.000
9 0 4.44089E-16 - 0.00 164.00 176.00 -0.098 -0.091 0.00 0.00 0.000 0.000
10 0 4.44089E-16 - 0.00 164.00 176.00 -0.098 -0.091 0.00 0.00 0.000 0.000
0 0 4.44089E-16 0 0.00 164.00 176.00 -0.098 -0.091 0.00 0.00 0.000 0.000
0 0 4.44089E-16 0 0.00 164.00 176.00 -0.098 -0.091 0.00 0.00 0.000 0.000
0 0 4.44089E-16 0 0.00 164.00 176.00 -0.098 -0.091 0.00 0.00 0.000 0.000
TOTAL UN-CORRODED WEIGHT OF SHELL = 18.666 MTTOTAL CORRODED WEIGHT OF SHELL = 18.666 MTEQUIVALENT UNIFORM THK OF SHELL UNCORRODED 138.864 mmEQUIVALENT UNIFORM THK OF SHELL CORRODED 138.86427 mm
COURSE NO. FROM BOTTOM
SHELL COURSE WIDTH ,
MM
DESIGN LIQUID
LEVEL M
3 OF 14 TCE FORM NO.10 R0
MATERIAL OF CONSTRUCTION OF ROOF PLATE = IS 2062 Gr BCORROSION ALLOWANCE FOR CONE ROOF PLATE IS = 0.5 mmMINIMUM NOMINAL THICKNESS OF CONE ROOF SHALL BE 5 +0.5 =5.5MM CL:5.10.2.2 OF API 650HENCE ADDOPTED THK. OF CONE ROOF PLATES = 6 mm
CORRODED ROOF WEIGHT 4041 Kg
UNCORRODED ROOF WEIGHT 4408 Kg
LIVE LOAD LL 100 kg/m2 CL. 5.10.2.1 OF API - 650EXT. LOAD DUE TO VACUUM Pe 50.0 kg/m2LOAD DUE TO SELF WEIGHT DL= ROOF WT/ ROOF AREA 1432.99 kg/m2
TOTAL LOAD INTENSITY q 1583.0 kg/m2
BASE RADIUS OF ROOF PLATE R 5 m
DESIGN METHODOLOGY ROOF PLATE BETWEEN EACH GIRDER IS SIMPLY SUPPORTED BY TWO ADJACENT RAFTERS
Nm = NO. OF MAIN RAFTERS 8MAXIMUM CIRCUMFERENTIAL SPAN l 4.280 m
MAX. BENDING MOMENT Mr = (q x l^2) / 8 3625.4 kg/mm
MAX. ALLOWABLE STRESS IN ROOF PLATE Sta 1640 kg/cm2 CL 5.6.2.1 OF API-650
MIN. REQUIRED THICKNESS OF ROOF PLATE , t = SQRT[6*Mr/Sta] + CA t 36.92 mm
SELECTED THICKNESS OF ROOF t 6 mm
CORRODED ROOF WEIGHT 4041 KgUNCORRODED ROOF WEIGHT 4408 Kg
3.1 DESIGN OF ROOF PLATES : AS PER API 650
3.2 ROOF THK BASED ON VARIOUS LOADINGS:
AXIAL LOAD ON PLATE PER M OF ROOF PLATE ALONG RAFTER P = q x l /100 67.8 kN
YOUNGS MOD OF ELASTICITY E 202706 N/mm2 CROSS SECTIONAL AREA OF CORRODED PLATE SECTION A=l x (t-CA) 23542 mm2
AXIAL DEFLECTION OF PLATE PL/(AE)= 0.060776414 mm
PERMISSIBLE DEFLECTION = l / 350 12.2297714 mm
AXIAL DEFLECTION < PERMISSIBLE DEFLECTION, OK
FOR TANK DIAMATERS LESS THAN OR EQUAL TO 11 M, CL:5.1.5.9 OF API 650
PROVIDED CURB ANGLE SIZE L 75 X 75 X 10 mmCURB ANGLE WEIGHT = 404 Kg
FINAL ROOF CORRODED WT 4041 KgFINAL ROOF UNCORRODED WT 4408 Kg
THE SIZE OF CURB ANGLE SHALL BE, 51 X 51 X 4.8 THK.
CURB ANGLE DESIGN :
4.0 COMPRESSION RING DESIGN AS PER APPENDIX F, F.5
Non-Frangible Cone to roof joint required 0.5
Trial 1 RC = Inside radius of tank shell 5450 mmRefer Fig 1 R2 65613 mm
tc / ts corroded 5.50 mmth corroded 5.50 mmSelected angle width 75.00 mmta 10.00 mm Curb L 75 x 75 x 8 ThkWc 104 mmWh 300 mmFy Min. yeild strength IS2062 Angle 250 MPa
Le =250*ta/(Fy)^0.5 75 mm
Available compression area at roof to shell junctionRoof contributing+Angle contributing+Shell contributing(Wh*th+Angle Width*ta+Le*ta+tc*Wc) 3721.34 mm2
Required compression area at Roof to Shell Junction
th = Should be avg thk 1711.61 mm2
0.00Since area participating 3721 > Required Area 1712,the joint is Non-frangibleNon-Frangible Cone to roof joint OK
Trial 2 RC 5450 mmRefer Fig 2 R2 65613 mm
ts Uncorroded 6 mm Corroded 6.00 mmtb Uncorroded 0 mm Corroded 0.00 mmWc 108 mmWh 0 mmFy Min. yeild strength of Roof comp.ring IS2062 410 MPaLe =250*tb/(Fy)^0.5 0 mm
Available compression area at roof to shell junctionRoof contributing+Angle contributing+Shell contributing(Wh*tb+(Le+ts)*tb+tc*Wc) 650.99 mm2
Required compression area at Roof to Shell Junctionth = Should be avg thk here 1711.61 mm2
0.00
Since area participating 651 < Required Area 1712,the joint is frangibleAvailable compression area need to be increased
WEIGHT OF COMPRESSION RING UNCORRODED 1017 kgCORRODED 474 kg
5.0 DESIGN OF BOTTOM PLATES :
BOTTOM SKETCH PLATES : 0.5MATERIAL OF CONSTRUCTION : IS 2062 Gr BCORROSION ALLOWANCE FOR BOTTOM PLATE 1 mmREQUIRED THICKNESS OF BOTTOM PLATES SHALL BE 6.00 mm + C.A. 7 mm CL 3.4.1 OF API-650ADOPTED THICKNESS OF BOTTOM SKETCH PLATE = 8 mm
7 OF 14 TCE FORM NO.10 R0
6.0 DESIGN OF INTERMEDIATE WIND GIRDERS CL. 5.9.7 OF API-650
WITH CORRODED THICKNESS OF SHELL0.5
DIAMETER OF THE TANK D 10.90 m
DESIGN WIND VELOCTY V 169.20 km/hr
TOP SHELL COURSE THK.(CORRODED) t 6.00 mm
HEIGHT OF TANK H 0.50 m
Wtr = W x ( tuniform / tactual )2.5
WHERE,Wtr =TRANSPOSED WIDTH OF EACH SHELLtuniform = (ORDERED THK-CA) OF MIN THK SHELL COURSE 6.0 mmtactual = (ORDERED THK-CA) OF SHELL COURSE FOR WHICH TRANSPOSED WIDTH IS CALCULATED.
COURSE ACTUAL TRANS.
WIDTH THK WIDTH
(W) mm mm ( Wtr ) mm
1 2000 8 974.279
2 1500 6 1500.000
3 1500 6 1500.000
4 1500 6 1500.000
5 1500 6 1500.000
6 1500 6 1500.000
7 1400 6 1400.000
8 0 0 #DIV/0!
9 0 0 #DIV/0!
10 0 0 #DIV/0!
0 0
0 0
0 0
TOTAL TRANSFORMED SHELL HEIGHT = 5474.279 mm
WHERE,
TRANSFORMED SHELL HEIGHT ΣWtr 5.47 m
MAX HT. OF UNSTIFFENED SHELL H1 = 9.47 x t x ( t / D)1.5 x ( 190/V )2 29.26 m CL5.9.7.1 OF API-650,
NO. OF INT. WIND GIRDERS REQUIRED N 0.00
0 NO. OF GIRDERS NEEDS TO BE PROVIDED
COURSE NO. FROM
BOTTOM
8 OF 14 TCE FORM NO.10 R0
7.0 EXTERNAL PRESSURE DESIGN APPENDIX-V OF API650
EXTERNAL PRESSURE Pe 0.5 kPaDIAMETRER OF TANK D 10.9 mTHICKNESS OF ROOF PLATE PROVIDED (CORRODED CONDITION ) troof 5.50 mm Minimum thk consideredMODULUS OF ELASTICITY OF ROOF PLATE E 202706 MPaDEAD LOAD OF CORRODED ROOF PLATE / UNIT AREA OF TANK ROOF DL 0.015598142 kN/m2LIVE LOAD ON HORIZONTAL PROJECTED AREA OF ROOF Lr 1 kN/m2 CL. 5.10.2.1 OF API - 650
SNOW LOAD S 0 kN/m2WIND VELOCITY V 169.2 km/hrYIELD STRESS Fy 250 MpaWIND PRESSUERE ON SHELL Ps 0.00 kPa
TOTAL DESIGN EXTERNAL PRESSURE ON ROOF ( Pr) CL V.7 OF API 650TOTAL DESIGN EXTERNAL PRESSURE IS GREATER OF(1) DL+LR+0.4Pe 1.2 kN/m2(2) DL + 0.4 L, + Pe 0.9 kN/m2
TOTAL DESIGN EXTERNAL PRESSURE ON ROOF Pr 1.2 kN/m2
ROOF PLATE THICKNESS
NO. OF RAFTERS Calculated 18.16666667 Cl API650
THE ROOF PLATE IS SPANNING BETWEEN TWO RAFTERS DESIGNED AS 1.0 mAS A DIAPHRAM AND ASSUMING ONE METRE WIDTH ALONG RAFTERS.
TOTAL DESIGN EXTERNAL PRESSURE PER METRE RUN=Pr x 1 P1 1.22 kN
MAX.SPAN OF ROOF PLATE ACROSS RAFTERS L 1.88 m
AXIAL LOAD ON PLATE=P1 x L P 2.29 kN
CROSS SECTIONAL AREA OF CORRODED PLATE SECTION A 10362.00 mm2
AXIAL DEFLECTION IN PLATE PL/AE 0.00205 mm
PEMISSABLE DEFLECTION = L/350 5.38 mm
AXIAL DEFLECTION < PERMISSIBLE DEFLECTION, OK
TOTAL DESIGN EXTERNAL PRESSURE FOR DESIGN OF SHELL ( PS) CL V.3.1 OF API 650PS = WIND PRESSURE ON SHELL + 0.4 Pe = PS 0.20 kPa
Ψ = STABILITY FACTOR 2.50WIND PRESS+VACUUM WHEN VACUUM < 0.72kPa----1.5 WIND PRESS+VACUUM WHEN VACUUM > 0.72kPa----2.5 IF ONLY VACUUMVACUUM ---3
HTS = TRANSFORMED HEIGHT OF TANK SHELL, m CL V.8.1.4 OF API 650
COURSE ACTUAL TRANS.WIDTH THK (tsx) WIDTH(Hi) m mm ( HTS ) m
1 2 8 0.972 1.5 6 1.503 1.5 6 1.50
tsmin 4 1.5 6 1.505 1.5 6 0.006 1.5 6 0.007 1.4 6 0.008 0 0 0.009 0 0 0.00
10 0 0 0.000 00 00 0
10.9 ΣHTS 5.47 m
( tsmin= MINIMUM THICKNESS REQUIRED FOR EXTERNAL PRESSURE 2.23 mm)
ELASTIC BUCKLING WILL OCCUR IF THE FOLLOWING EQUATION IS SATISFIED.
CL V.8.1.1 OF API 650
0.02760 > 0.00675
ELASTIC BUCKLING WILL OCCUR, APPENDIX V IS APPLICABLE
Hsafe = MAXIMUM HEIGHT OF UNSTIFFENED SHELL PERMITTED, 65.34 m CL V.8.2.1.2 OF API 650
BASED ON THE CALCULATED MINIMUM THICKNESS
Ns =NUMBER OF INTERMEDIATE STIFFENERS -0.92 CL V.8.2.1.3 OF API 650
NO. OF INTERMEDIATE STIFFNERS REQUIRED Ns -1.00
ACTUAL SPACING OF STIFFNERS ON TRANFORMED HEIGHT 0 m
COURSE NO. FROM BOTTOM
8.0 OVERTURNING STABILITY OF TANK AGAINST SEISMIC LOAD AS PER APPENDIX E OF API - 650
D INTERNAL DIAMETER OF TANK 10.9000 m 0.500
Ht HEIGHT OF TANK 0.5000 m
H1 MAXIMUM LIQUID LEVEL 10.9000 m
SG SPECIFIC GRAVITY 0.9950
SG eff EFFECTIVE SPECIFIC GRAVITY 0.9984
I IMPORTANCE FACTOR 1.2500 TABLE E-5 OF API 650
D/H1 RATIO OF DIAMETER OF TANK TO MAX. LIQUID LEVEL 1.0000
H1/D RATIO OF MAX. LIQUID LEVEL TO DIAMETER OF TANK 1.0000
Rwi FORCE REDUCTION COEFF. FOR THE IMPULSIVE MODE Self anchored=3.5, Mech Anchored=4,if not specified 4.0000 TABLE E-4 OF API 650
SITE CLASS D
Sa* As site spectra 0.1680
Sp=Sa*/2.5 DESIGN LEVEL PEAK GROUND ACCELERATION PARAMETER FOR SITES NOT ADDRESSED BY ASCE METHODS 0.0672 CL E4.3 OF API650
So=Sp MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER AT PERIODS OF ZERO SEC 5% DAMPED, %g 0.0672 CL E4.6.1 OF API650
Fa ACCELERATION-BASED SITE COEFFICIENT (AT 0.2 SEC PERIOD) 0.1680 TABLE E-1 OF API 650
Q SCALING FACTOR 1.0000 CL E4.6.1 OF API650
Ai @ 5% IMPULSIVE DESIGN RESPONSE SPECTRUM ACCELERATION COEFFICIENT, %g 0.0088 CL E4.6.1 OF API650
Ks 0.578 CL E4.5.2 OF API650
Tc = 1.81xKsxD^0.5 NATURAL PERIOD OF THE CONVECTIVE (SLOSHING) MODE OF BEHAVIOR OF THE LIQUID, SECONDS 3.44 sec. CL E4.5.2 OF API650
TL REGIONAL-DEPENDENT TRANSITION PERIOD FOR LONGER PERIOD GROUND MOTION, SECONDS 4.00 sec. CL E4.6.1 OF API650
S1=Sp x 1.25 MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER AT PERIODS OF ONE SEC 5% DAMPED, %g 0.08 CL E4.3 OF API650
Fv VELOCITY-BASED SITE COEFFICIENT (AT 1.0 SEC PERIOD) 2.20 TABLE E-2 OF API 650
Ts FvS1 / FaSa*3 6.55 sec CL E2.2 OF API650
K COEFF. TO ADJUST THE SPECTRAL ACCELN FROM 5% – 0.5% DAMPING = 1.5 UNLESS OTHERWISE SPECIFIED 1.50 CL E2.2 OF API650
Rwc FORCE REDUCTION COEFF. FOR THE CONVECTIVE MODE Self anchored=2, Mech Anchored=2,if not specified 2.00 TABLE E-4 OF API 650
AC @0.5% CONVECTVE DESIGN RESPONSE SPECTRUM ACCELERATION COEFFICIENT, %g 0.0504 Ac>Ai bekar CL E4.6.1 OF API650
FOR FOR
Av=0.14x2.5xQxFaxSo VERTICAL EARTHQUAKE ACCELERATION COEFFICIENT, %g (WHERE Sds=2.5 x Q x Fa x So) 0.0040 CL E6.1.3 OF API650
Wt OPER. WT. OF TANK (EXCLUDING EMPTY WT.) 9957062 N
Ws UNCORRODED WEIGHT OF SHELL 183118 N
Wr UNCORRODED WEIGHT OF ROOF+ ROOF STRCTURE+COMPRESSION RING 68957 N
Wi EFFECTIVE IMPULSIVE PORTION OF THE LIQUID WEIGHT 7786422 N
Wc EFFECTIVE CONVECTIVE PORTION OF THE LIQUID WEIGHT 2287153 N CL E6.1.1 OF API650
Xi TANK BOTTOM TO THE CENTER OF THE LATERAL SEISMIC IMPULSIVE FORCE FOR RINGWALL MOMENT 4.43 m CL E6.1.2 OF API650
Xc TANK BOTTOM TO THE CENTER OF THE LATERAL SEISMIC CONVECTIVE FORCE FOR RINGWALL MOMENT 8.08 m CL E6.1.2 OF API650
Xs BOTTOM OF TANK TO THE SHELL’S CENTER OF GRAVITY 0.25 m
Xr BOTTOM OF TANK TO THE ROOF AND ROOF APPURTENANCES CENTER OF GRAVITY 0.65 m
Mrw RINGWALL OVERTURNING MOMENT 979820 N-m CL E6.1.5 OF API650
L REQUIRED MINIMUM WIDTH OF ANNULAR RING MEASURED FROM THE INSIDE OF THE SHELL 1.019 m 9.35% of D <3.5 % of DL = 0.01723ta (Fy ⁄ HGe)^0.5
wa RESISTING FORCE OF TANK CONTENTS PER UNIT LENGTH OF SHELL CIRCUMFERENCE 23855 N/m < 201.1*H*D*Ge hence OkCL E6.2.1.1 OF API650
Wrs ROOF LOAD ACTING ON THE TANK SHELL INCLUDING 10% OF THE ROOF DESIGN SNOW LOAD 2015 N/m
Wt TANK AND ROOF WEIGHT ACTING AT BASE OF SHELL 7365 N/m
TANK OVERTURNING TEST
J ANCHORAGE RATIO 0.26 CL E6.2.1.1.1 OF API650
J<=0.785 NO UPLIFT DUE TO SEISMIC OVERTURNING. THE TANK IS SELF ANCHORED
TANK SLIDING TEST
V V =([Ai(Wi+Ws+Wr)]2 +[Ac(Wc)]2)0.5 ,SEISMIC SLIDING PUSH 135343 N
μ FRICTION COEFF BETWEEN STEEL & CONCRETE 0.4 CL E5.11.4 of API 650
Vs Vs = μ(Ws+Wr+Wf+Wp)(1.0 – 0.4Av), TANK RESISTANCE AGAINST SEISMIC SLIDING PUSH 4475883 N
V<Vs, TANK IS STABLE AGAINST SLIDING
SHELL COMPRESSION FOR SELF ANCHORED TANKS
ts THICKNESS OF BOTTOM SHELL COURSE LESS CORROSION ALLOWANCE 8.00 mm
σc MAXIMUM LONGITUDINAL SHELL COMPRESSION STRESS
2.23 MPa CL E6.2.2.1 OF API650
Fc ALLOWABLE LONGITUDINAL SHELL-MEMBRANE COMPRESSION STRESS 49.06635253 MPa CL E6.2.2.3 OF API650(GHD^2/t^2 20.13 )
Fc>σc , HENCE STRUCTURALLY SAFE
FREEBOARD CL E7.2 API 650
Af ACCELERATION COEFFICIENT FOR SLOSHING WAVE HEIGHT CALCULATION 1.32
δs=0.5*D*Af HEIGHT OF SLOSHING WAVE 7.19 m
SD1=2.5 x Q x Fa x So 0.028224
AS PER TABLE E-7 For SUG-I & SDS>0.33g a) A FREE BOARD IS 0.7 x δs
MINIMUM REQUIRED FREE BOARD = 0.7*δs 5.04 m
AVAILABLE FREEBOARD -10.4000 m
AVAILABLE FREE BOARD < MIN. REQ. FREE BOARD,SLOSH MAY TOUCH ROOF-UNDISIRABLE
9.0 OVERTURNING & SLIDING STABILITY OF TANK AGAINST WIND LOAD CL 5.11 OF API650
V DESIGN WIND VELOCITY 0.5 km/h CI:5.2.1(J) of API-650
Ps PRESSURE ON PROJECTED AREA FOR CYLINDRICAL 0.00 kPa
Pr PRESSURE ON PROJ. AREA FOR CONICAL/DOUBLE CURVED SURFACE 0.00 kPa
D TANK DIAMETER 10.9 m
H TANK HEIGHT 0.5 m
Fs HORIZONTAL WIND FORCE ON SHELL 0 N
Fr VERTICAL WIND FORCE ON ROOF 1 N
Mw OVERTURNING WIND MOMENT (Fs*H/2) + (Fr*H/2) 5 N-m
Pi DESIGN INTERNAL PRESSURE 1.5 kPa
Fpi UPLIFT FORCE DUE TO INTERNAL PRESSURE 139898.775 N
Mpi MOMENT @ THE SHELL-TO-BOTTOM JOINT FROM DESIGN Pi 762448.3238 N-m
WRSL ROOF SUPPORTING STRUCTURE DEAD LOAD 14709.97504 N
WDL DEAD LOAD (SHELL, COMPRESSION RING & CONE ROOF WITH STR.) 242122 N
MDL CORRODED TANK RESISTING MOMENT 1319564 N-m
WL WT OF LIQ RESISTING OVERTURNING/CIRC=MIN(0.59*tb*(Fby*H)^0.5,0.9HD) 5 N/m Cl: 5.11.2 and E.2.2 of API 650
Ff =WL*Pi*D 168 N
MF MOMENT ABOUT THE SHELL-TO-BOTTOM JOINT FROM LIQUID WEIGHT 915.5207516 N-m
9.1 OVERTURNING STBILITY
OVERTURNING MOMENT RESISTING MOMENT Cl: 5.11.2 of API 650
CASE1 0.6 x Mw+Mpi=762451 < MDL/1.5=879710 TANK IS STABLE AGAINST WIND OVERTURN120% SAFE
CASE2 Mw+0.4xMpi=304984 < (MDL+Mf)/2=660240 TANK IS STABLE AGAINST WIND OVERTURN220% SAFE
9.1.1 ANCHORAGE REQUIREMENT FOR WIND OVERTURNING ONLY
MINIMUM ALLOWABLE TENSILE STRESS OF BOLT Sbt 140 MPa
BOLT CIRCLE DIAMETER d 11.052 m
NO OF ANCHORS BOLTS N 24
WEIGHT OF SHELL+ROOF WITH STR.-0.4 X UPLIFT FROM INT PRESSURE W 186162 N
TENSION LOAD PER ANCHOR -7757 N 75748
CORROSION ALLOWANCE FOR FOUNDATION BOLTS 0 mm
REQUIRED ROOT DIA BOLT db=(tb/(0.785*Sbt))^0.5 26.25 mm
SELECTED DIA OF BOLT M33
BUT WE NEED TO CHECK FOR COMBINED LOADING ALSO. CALCULATION PROVIDED BELOW
9.2 SLIDING STBILITY CL 5.11.4 of API 650
TANK DEAD LOAD AGAINST SLIDING =WDL+WT OF BOTTOM PLATE Wt 287437 N
FRICTION COEFF BETWEEN STEEL & CONCRETE μ 0.4
REQUIRED HORIZONTAL WIND FORCE TO UNSTABLE TANK Fhr= μ X Wt 114975 N
HORIZONTAL WIND FORCE ON TANK Fs 0 N
TANK IS STABLE AGAINST SLIDING Fhr>Fs
11 OF 14 TCE FORM NO.10 R0
9.3 ANCHORAGE REQUIREMENT FOR COMBINED LOADING (UPLIFT+SEISMIC / WIND)
th=AVG. ROOF PLATE THICKNESS 5.50 mm
P=Pi=DESIGN INTERNAL PRESSURE 1.50 kPa
Pt=P=Pi=TEST PRESSURE 1.50 kPa
Pf= 2.40 kPa
Ms = Mrw SEISMIC RING WALL OVERTURNING MOMENT 980 kN
W1 201 kN
W2 = WDL 242 kN
W3 201 kN
Fy=YIELD STRESS IN ANCHOR BOLTS MATERIAL 250 MPa
NO OF BOLTS 24
9.3.1 ANCHORAGE REQUIREMENT WITHOUT LIQUID HOLDUP
UPLIFT LOAD CASE ALLOW Sb REQ. ROOT DIA BOLT SELECTED BOLT DIA
DESIGN PRESSURE -103 kN 105 MPa NO ANCHORAGE REQ NO ANCHORAGE REQ
TEST PRESSURE -103 kN 140 MPa NO ANCHORAGE REQ NO ANCHORAGE REQ
FAILURE PRESSURE NA 250 MPa NA NA
FRANGIBILITY PRESSURE NA 250 MPa NA NA
WIND LOAD -242 kN 200 MPa NO ANCHORAGE REQ ANCHORAGE REQ
SEISMIC LOAD 117 kN 200 MPa 5.583 ANCHORAGE REQ
DESIGN PRESSURE+WIND -103 kN 140 MPa NO ANCHORAGE REQ ANCHORAGE REQ
DESIGN PRESSURE+SEISMIC 257 kN 200 MPa 8.260 ANCHORAGE REQ
TANK SHALL BE ANCHORED WITH M30 BOLTS 16 NO. WITH NO LIQUID HOLDUP
9.3.2 ANCHORAGE REQUIREMENT WITH LIQUID HOLDUP
LOW LOW LEVEL =LL 5.00 m
SIZE OF OUTLET NOZZLE = dn 0.71 m
HEIGHT OF LIQ HOLD UP = Hholdup 4.14 m
WEIGHT OF LIQ HOLD UP = Wholdup 3841 kN
NO OF BOLTS 16
UPLIFT LOAD CASE ALLOW Sb REQ. ROOT DIA BOLT SELECTED BOLT DIA
DESIGN PRESSURE -3943 kN 105 MPa NO ANCHORAGE REQ NO ANCHORAGE
TEST PRESSURE -3943 kN 140 MPa NO ANCHORAGE REQ NO ANCHORAGE
FAILURE PRESSURE NA 250 MPa NA NA
FRANGIBILITY PRESSURE NA 250 MPa NA NA
WIND LOAD -4083 kN 200 MPa NO ANCHORAGE REQ NO ANCHORAGE
SEISMIC LOAD -3723 kN 200 MPa NO ANCHORAGE REQ NO ANCHORAGE
DESIGN PRESSURE+WIND -3943 kN 140 MPa NO ANCHORAGE REQ NO ANCHORAGE
DESIGN PRESSURE+SEISMIC -3584 kN 200 MPa NO ANCHORAGE REQ NO ANCHORAGE
TANK SHALL BE ANCHORED WITH M33 BOLTS 24 NO. WITH LIQUID HOLDUP
NET UPLIFT U (kN)
NET UPLIFT U (kN)-Wholdup
12 OF 14 TCE FORM NO.10 R0
10. UNCORRODED WT OF TANK
SHELL 18.67 MT
COMPRESSION RING 0.50 MT
ROOF PLATE 4.41 MT
BOTTOM PLATE 5.98 MT
ROOF STRUCTURE 1.50 MT
NOZZLES 1.00 MT
STAIR CASE PLATFORM HR 2.00 MT
COIL- (MOC-SS) 0.00 MT
INT WIND GIRDER 0.00 MT
VACUUM END STIFF 0.00 MT
VACUUM INT STIFF 0.00 MT
INSULATION 0 MT
TOTAL UNCORRODED WT OF TANK 34 MT
FOR CALCULATION OF ABOVE WEIGHTS, NO ALLOWANCE FOR LAPS OR WASTAGE IS CONSIDERED.
11. CALCULATION OF COUNTERBALANCING WEIGHT
INTERNAL DESIGN PRESSURE Pi 0.50 kN/m2
INTERNAL DESIGN TEST PRESSURE Pt=Pi 0.50 kN/m2
FAILURE PRESSURE Pf 2.40 kN/m2 APP F.6 OF API 650
COUNTERBALANCING WT : MAXIMUM OF FOLLOWING CASES
CASE 1 MAX OF NET UPLIFT AS PER TABLE 5.21a) 257.05 kN' Cl 5.12.13 OF API 650
CASE 2 1.5 X Pi X 0.785 X D^2 + UPLIFT DUE TO WIND -CORRODED WT OF SHELL, ROOF PLATES & ROOF -172.17 kN' APP F.7.5 OF API 650
CASE 3 1.25 X Pt X 0.785 X D^2 - UNCORRODED WT OF SHELL, ROOF PLATES & ROOF STR. -193.78 kN' APP F.7.5 OF API 650
CASE 4 1.5 X Pf X 0.785 X D^2 - UNCORRODED WT OF SHELL, ROOF PLATES & ROOF STR. 83.68 kN' APP F.7.5 OF API 650
COUNTERBALANCING WEIGH 257.05 kN'