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REV. DATE CONTR. PREP. CONTR. CHECK CONTR. APP. COMP APP.REVISION TITLE
FRDP VIDELE G2 BLOCK Stage 1
DETAIL DESIGN
CALCULATION SHEET ACC. EN 14015
44-TK-001_VAR_3
Framework Agreement no.:
Vi10-422.023
Company doc. no.:
PE-D-Vi10-422.023-ME-CAL-001-01-E
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DESIGN CODE : EN 14015 : 2005
1. TANK DESIGN INPUT SUMMARY
INTERNAL SHELL DIA., D= 17500 mm SHELL HEIGHT, H= 11012 mm
NO. COURSES: 7 (including welding gap between shell courses)
ROOF TYPE : sloped conical roof with rafters
ROOF DIAMETER: 17532 mm degrees slope
ROOF RADIUS, R= 8962 mm 12 1:4,704
FOUNDATION TYPE : Concrete ring wall
FLUID NAME : Produced water
MAX. CAPACITY: 2651 m3 Volume between tank bottom and the top incl. top angle.
LIQUID SPECIFIC GRAVITY: GASOLINE kg/m3
MAXIMUM DESIGN DENSITY: Produced water W = 1015.6 kg/m3
(STORAGE CONDITIONS)
Wt= 1000 kg/m3
(TEST CONDITIONS)
PRESSURE :
OPERATING : 2.0 kPa 20 mbar
DESIGN PRESS. , p= 2.5 kPa 25 mbar 2500.0 N/m2
VACUUM PRESS., pv= 0.5 kPa 5 mbar
HIDROSTATIC LIQ. LEVEL : FOR TEST 11.062 mm
TEST PRESSURE, ACC. EN 14015 Sect. 9.2.2 : pt=1.1*p
pt= 2.8 kPa 27.5 mbar
TEMPERATURE :
MAX OPERATING TEMPERATURE : 40 C
LODMAT : -21 C
MIN. DESIGN METAL TEMP.: -28 C
MAXIMUM DESIGN TEMP: 60 C
CORROSION ALLOWANCE (c ) :
SHELL : 3 mm BOTTOM : 3 mm
ROOF 1 mm STEL PLATES INTERNAL AND EXTERNAL PAINTED IS MANDATORY
NOMINAL PLATE WIDTHS : DESIGN THK. Heigth of COURSES
FIRST LOWEST SHELL COURSE 1) 9 2000 mm
2) 8 1500 mm
3) 7 1500 mm
4) 6 1500 mm
5) 6 1500 mm
6) 6 1500 mm
7) 6 1500 mm
FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
CALCULATION SHEET ACC. EN 14015 44-TK-001Contractor doc. no.: Company doc. no.:
PE-D-Vi10-422.023-ME-CAL-001-01-E
ACC. EN 14015 5.1 Table 3
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FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
CALCULATION SHEET ACC. EN 14015 44-TK-001Contractor doc. no.: Company doc. no.:
PE-D-Vi10-422.023-ME-CAL-001-01-E
MAX. LIQUID LEVEL :
11012 mm
FAILURE CASE: 10350 mm
LOAD DATA:
WIND LOAD: 0.58 KN/m2
580.0 N/m2
ZONE WIND VELOCITY: 30 m/s 108.0 km/h
3 SEC. WIND GUST VELOCITY:(SR EN 14015) 45 m/s 162.0 km/h
SNOW LOAD : 2 kPa 2000.0 N/m2
LIVE LOAD (ROOF) : 2.5 kPa 2500.0 N/m2
SEISMIC LOAD :
PERIOD OF CONTR. Tc = 1.6 s
ACCELERATION : 0.25 *g
LATERAL FORCE COEFFICIENT G1= 0.25
SITE COEFFICIENT j = 1.5 (Table G.1 - soil profile coeficient)
INSULATION: YES 60mm
MATERIAL SPECIFICATION:SHELL AND ANNULAR PLATE S355J2+N
BOTTOM AND ROOF PLATES S355J2+N
JOINT EFF. FACTOR (EN 14015-Sect.10.3.6) : J= 1 For butt weldsfor shell and roof
JOINT EFF. FACTOR (EN 14015-Sect.10.3.6) : J= 0.35 For overlap weldsfor bottom
2. SHELL DESIGN ( EN 14015 Sect. 9)
2.1. INTERNAL LOADS (EN 14015 Sect. 9.2)
TANK HEIGHT: (including welding gap between shell courses) H= 11.012 m
INTERNAL TANK DIAMETER : D = 17.50 m
DESIGN PRESSURE : p = 25 mbar
TEST PRESSURE : pt = 27.5 mbar
DESIGN TEMPERATURE : T = 60 C
MAXIMUM DESIGN DENSITY : W = 1.0156 kg/lMAXIMUM DESIGN DENSITY (TEST CONDTIONS) : Wt = 1.0 kg/l
CORROSION ALLOWANCE: c = 3 mm
MATERIAL : S355J2+N
Yield Strength Re = 355 N/mm2
Tensile Strength Rm = 510 N/mm2
Allowable design stress: Min.(2/3*Re; 260) S= 236.7 N/mm2
Allowable test stress : Min.(3/4*Re; 260) St = 260.0 N/mm2
COURSE NUMBER 7
HEIGHT OF THE COURSE: H= 1.500 m
DESIGN LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hc= 1.500 m
TEST LIQ. LEVEL FROM THE BOT. OF THE COURSE: (40mm over the top angle) Hct= 1.550 m
SHELL THICKNESS REQUIRED FOR DESIGN CONDITIONS:ec= [D/(20*S)]*[98*W*(Hc-0.3)+p]+c= 3.534 mm
SHELL THICKNESS REQUIRED FOR TEST CONDITIONS:
et= [D/(20*St)]*[98*Wt*(Hct-0.3)+pt]= 0.505 mm
CONCLUSION:
ADOPTED DESIGN THICKNESS
IS HIGHER THAN SHALL THICKNESS REQUIRED FOR DESIGN AND TEST CONDITION,
6 > 3.534
6 > 0.505
MIN. NOM. THICKNESS (ACC. EN 14015 Table 16 ) 6 mm
DESIGN THICKNESS WITH CORROSION ALLOWANCE: 6 mm
SHELL HEIGHT
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FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
CALCULATION SHEET ACC. EN 14015 44-TK-001Contractor doc. no.: Company doc. no.:
PE-D-Vi10-422.023-ME-CAL-001-01-E
COURSE NUMBER 6
HEIGHT OF THE COURSE: H= 1.500 m
DESIGN LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hc= 3.002 m
TEST LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hct= 3.052 mSHELL THICKNESS REQUIRED FOR DESIGN CONDITIONS:
ec= [D/(20*S)]*[98*W*(Hc-0.3)+p]+c= 4.087 mm
SHELL THICKNESS REQUIRED FOR TEST CONDITIONS:
et= [D/(20*St)]*[98*Wt*(Hct-0.3)+pt]= 1.000 mm
CONCLUSION:
ADOPTED DESIGN THICKNESS
IS HIGHER THAN SHALL THICKNESS REQUIRED FOR DESIGN AND TEST CONDITION,
6 > 4.087
6 > 1.000
MIN. NOM. THICKNESS (ACC. EN 14015 Table 16 ) 6 mm
DESIGN THICKNESS WITH CORROSION ALLOWANCE: 6 mm
COURSE NUMBER 5
HEIGHT OF THE COURSE: H= 1.500 mDESIGN LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hc= 4.504 m
TEST LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hct= 4.554 m
SHELL THICKNESS REQUIRED FOR DESIGN CONDITIONS:
ec= [D/(20*S)]*[98*W*(Hc-0.3)+p]+c= 4.639 mm
SHELL THICKNESS REQUIRED FOR TEST CONDITIONS:
et= [D/(20*St)]*[98*Wt*(Hct-0.3)+pt]= 1.496 mm
CONCLUSION:
ADOPTED DESIGN THICKNESS
IS HIGHER THAN SHALL THICKNESS REQUIRED FOR DESIGN AND TEST CONDITION,
6 > 4.639
6 > 1.496
MIN. NOM. THICKNESS (ACC. EN 14015 Table 16 ) 6 mm
DESIGN THICKNESS WITH CORROSION ALLOWANCE: 6 mm
COURSE NUMBER 4
HEIGHT OF THE COURSE: H= 1.500 m
DESIGN LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hc= 6.006 m
TEST LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hct= 6.056 m
SHELL THICKNESS REQUIRED FOR DESIGN CONDITIONS:
ec= [D/(20*S)]*[98*W*(Hc-0.3)+p]+c= 5.192 mm
SHELL THICKNESS REQUIRED FOR TEST CONDITIONS:
et= [D/(20*St)]*[98*Wt*(Hct-0.3)+pt]= 1.991 mm
CONCLUSION:
ADOPTED DESIGN THICKNESS
IS HIGHER THAN SHALL THICKNESS REQUIRED FOR DESIGN AND TEST CONDITION,
6 > 5.192
6 > 1.991
MIN. NOM. THICKNESS (ACC. EN 14015 Table 16 ) 6 mmDESIGN THICKNESS WITH CORROSION ALLOWANCE: 6 mm
COURSE NUMBER 3
HEIGHT OF THE COURSE: H= 1.500 m
DESIGN LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hc= 7.508 m
TEST LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hct= 7.558 m
SHELL THICKNESS REQUIRED FOR DESIGN CONDITIONS:
ec= [D/(20*S)]*[98*W*(Hc-0.3)+p]+c= 5.744 mm
SHELL THICKNESS REQUIRED FOR TEST CONDITIONS:
et= [D/(20*St)]*[98*Wt*(Hct-0.3)+pt]= 2.486 mm
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FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
CALCULATION SHEET ACC. EN 14015 44-TK-001Contractor doc. no.: Company doc. no.:
PE-D-Vi10-422.023-ME-CAL-001-01-E
CONCLUSION:
MINIMUM DESIGN THICKNESS WITHOUT CORROSION ALLOWANCE
IS HIGHER THEN SHALL THICKNESS REQUIRED FOR DESIGN AND TEST CONDITION,
7 > 5.7447 > 2.486
MIN. NOM. THICKNESS (ACC. EN 14015 Table 16 ) 6 mm
DESIGN THICKNESS WITH CORROSION ALLOWANCE: 7 mm
COURSE NUMBER 2
HEIGHT OF THE COURSE: H= 1.500 m
DESIGN LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hc= 9.010 m
TEST LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hct= 9.060 m
SHELL THICKNESS REQUIRED FOR DESIGN CONDITIONS:
ec= [D/(20*S)]*[98*W*(Hc-0.3)+p]+c= 6.297 mm
SHELL THICKNESS REQUIRED FOR TEST CONDITIONS:
et= [D/(20*St)]*[98*Wt*(Hct-0.3)+pt]= 2.982 mm
CONCLUSION:
MINIMUM DESIGN THICKNESS WITHOUT CORROSION ALLOWANCEIS HIGHER THEN SHALL THICKNESS REQUIRED FOR DESIGN AND TEST CONDITION,
8 > 6.297
8 > 2.982
MIN. NOM. THICKNESS (EN 14015 Table 16 ) 6 mm
DESIGN THICKNESS WITH CORROSION ALLOWANCE: 8 mm
COURSE NUMBER 1
HEIGHT OF THE COURSE: H= 2.000 m
DESIGN LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hc= 11.012 m
TEST LIQ. LEVEL FROM THE BOT. OF THE COURSE: Hct= 11.062 m
SHELL THICKNESS REQUIRED FOR DESIGN CONDITIONS:
ec= [D/(20*S)]*[98*W*(Hc-0.3)+p]+c= 7.034 mm
SHELL THICKNESS REQUIRED FOR TEST CONDITIONS:et= [D/(20*St)]*[98*Wt*(Hct-0.3)+pt]= 3.642 mm
CONCLUSION:
MINIMUM DESIGN THICKNESS WITHOUT CORROSION ALLOWANCE
IS HIGHER THEN SHALL THICKNESS REQUIRED FOR DESIGN AND TEST CONDITION,
9 > 7.034
9 > 3.642
MIN. NOM. THICKNESS (ACC. EN 14015 Table 16 ) 6 mm
DESIGN THICKNESS WITH CORROSION ALLOWANCE: 9 mm
MIN. NOM. THICKNESS (ACC. EN 14015 Table 16 ) 6 mm
6 mm
7 mm
8 mm9 mm
ADOPTED DESIGN THICKNESS for shell 4,5,6,7
ADOPTED DESIGN THICKNESS INCLUDING CORROSION ALLOWANCE for shell 2
ADOPTED DESIGN THICKNESS INCLUDING CORROSION ALLOWANCE for shell 3
ADOPTED DESIGN THICKNESS INCLUDING CORROSION ALLOWANCE for shell 1
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FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
CALCULATION SHEET ACC. EN 14015 44-TK-001Contractor doc. no.: Company doc. no.:
PE-D-Vi10-422.023-ME-CAL-001-01-E
2.2. WIND AND VACUUM LOADS
(EN 14015 Sect. 9.3 & Annex J)
STIFFENING RINGS2.2.1. PRIMARY STIFFENING RINGS
NOTE: FIXED ROOF TANK WITH ROOF STRUCTURE SHALL BE CONSIDERED TO BE ADEQUARELY STIFFENED AT THE
TOP OF THE SHELL BY THE STRUCTURE AND A PRIMARY STIFFENING RING.
2.2.2. SECONDARY STIFFENING RINGS
TANK DIAMETER : D= 17.5 m
THICKNESS OF THE TOP COURSE WHITOUT CORROSION ALLOWANCE FOR SERVICE LIVE:
emin= 3 mm CORRODED
CORROSION ALLOWANCE c= 3 mm
THICKNESS OF EACH COURSE : e = See tab. CORRODED
HEIGHT OF EACH COURSE : h = See tab.
EQUIV. STABLE HEIGHT OF EACH COURSE :
He=h*(emin/e)5/2= See tab.
EQUIV. STABLE FULL SHELL HEIGHT :
HE= He = See tab.
DESIGN INT. NEGATIVE PRESSURE: pv= 5 mbar
3 SEC. WIND GUST VELOCITY Vw= 45 m/s
FACTOR: K=95000/(3,563*Vw2+580*pv) = 9.392
MAXIMUM PERMITTED SPACING OF STIFFENING RINGS ON SHELL OF MINIMUM THICKNESS:
Hp=K*(emin5/ D
3)
1/2= 2.00 m
COURSE h e He He=h*(emin/e)5/2
=
m mm m
7 1.5 3 1.500
6 1.5 3 1.500
5 1.5 3 1.500
4 1.5 3 1.500
3 1.5 4 0.731
2 1.5 5 0.418
1 2 6 0.354
HE = 7.503 m
WHEN : HE > HP ONE OR MORE SECONDARY STIFFENING RINGS( WIND GIRDERS) ARE REQUIRED
SINCE 3HP < HE < 4HP THEN Three SECONDARY STIFFENING RINGS( WIND GIRDERS) ARE REQUIRED
6.00 < 7.503 < 8.00
The first SECONDARY STIFFENING RING will be placed at HE/4 from the (top angle) primary STIFFENING RING
Hp1=HE/4 HP1= 1.876 m
The second SECONDARY STIFFENING RING will be placed at 2*HE/4 from the (top angle) primary STIFFENING RING
Hp2=2*HE/4 HP2= 3.751 m
The third SECONDARY STIFFENING RING will be placed at HE
Hp3=3*HE/4 HP3= 5.627 m
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FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
CALCULATION SHEET ACC. EN 14015 44-TK-001Contractor doc. no.: Company doc. no.:
PE-D-Vi10-422.023-ME-CAL-001-01-E
3. BOTTOM DESIGN ( EN 14015 Sect. 8)
MATERIAL : CENTRAL PLATES : S355J2+NANNULAR PLATES : S355J2+N
ACCORDING EN 14015 Sect.6.1.8 - TOLERANCE EN 10029, Tab.1:
CENTRAL PLATES, CLASS "C"
ANNULAR PATES, CLASS "C"
Yield Strength Re = 355 N/mm2
Tensile Strength Rm = 510 N/mm2
Allowable design stress: Min.(2/3*Re; 260) S= 236.7 N/mm2
Allowable test stress : Min.(3/4*Re; 260) St = 260 N/mm2
3.1 BOTTOM ANNULAR PLATES
Acc. EN 14015 Sect. 8.3.1 - Bottoms of tanks greater than 12,5 m diameter, shall have a ring of annular plates
having a minimum nominal thickness, ea , excluding corrosion allowance either:
a) not less than that given by the following equation;
ea= 3+e1/3 = 5 mm
b) not less than 6 mm; whichever is the larger.
ea= 6 mm
CORROSION ALLOWANCE : c = 3 mm
EXTERNAL COATING WITH SILICA ZINC, CONTACT WITH LIQUID FOR SHORT PERIOD.
THICK. OF COURSE 1 (CORRODED) e1 = 6 mm
MIN. NOM. ANNULAR PLATES THICKNESS WITH CORROSION ALLAWANCE(Sect. 8.3.1) :
NOT LESS THAN: eac= 6+c = 9.000 mm
ADOPTED NOMINAL ANNULAR PLATE THICKNESS: ea= 9 mm
MAX. DESIGN LIQUID LEVEL H = 10.350 m
WIDTH OF THE ANNULAR PLATE BETWEEN THE EDGE OF THE BOTTOM PLATE
AND THE INNER SURFACE OF THE SHELL:
la > 240*ea/H0.5
= 671.400 mm
OR
la > 500 mm
ADOPTED NOMINAL ANNULAR PLATE WIDTH: 1500 mm
resulted la= 1381.00 mm
3.2 UPPER BOTTOM CENTRAL PLATES
MIN. NOM. PLATE THICKNESS FOR LAP WELDED BOTTOM (Table 13) :
ebmin = 6 mm
CORROSION ALLOWANCE : c = 3 mm
REQUIRED CENTRAL PLATE THICKNESS:
eb= ebmin+c = 9 mm
ADOPTED NOMINAL UPPER CENTRAL PLATES THICKNESS: eb= 9 mm
3.3 LOWER(EXTERNAL) BOTTOM CENTRAL PLATES
MIN. NOM. PLATE THICKNESS FOR BUT WELDED BOTTOM (Table 13) :ebmin = 5 mm
CORROSION ALLOWANCE : c = 0 mm
EXTERNAL COATING WITH SILICA ZINC, CONTACT WITH LIQUID FOR SHORT PERIOD.
REQUIRED CENTRAL PLATE THICKNESS:
eb= ebmin+c = 5 mm
ADOPTED NOMINAL LOWER CENTRAL PLATES THICKNESS: eb= 5 mm
BETWEEN THE TWO BOTOMS WILL BE INSTALED A WIRE MESH 100X100X4, FOR LEACK DETECTION.
WHICH EVER IS THE LARGER
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FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
CALCULATION SHEET ACC. EN 14015 44-TK-001Contractor doc. no.: Company doc. no.:
PE-D-Vi10-422.023-ME-CAL-001-01-E
4. ROOF PLATES DESIGN
ROOF MATERIAL : S355J2+N
MINIMUM ROOF PLATE THICK.: epmin= 5 mm ACC. EN 14015 Sect. 10.3.3
CORROSION ALLOWANCE : c = 1 mm
DECREASE CORROSION ALLAWANCE MANDATORY - INTERNAL COATING WITH SILICA ZINC.
ep= c + epmin
ep= 6 mm
4.1. CHECK STRENGTH OF THE ROOF PLATE UNDER LOAD UPWARDS:
4.1.1 FOR DESIGN INTERNAL PRESSURE :
DESIGN INTERNAL PRESSURE : p = 2500.0 N/m2
pur= 762 N/m2
UNIT WEIGHT OF THE ROOF PLATES : w r=epcorroded*plate density
wr= 384.89 N/m2
TOTAL LOAD UPWARDS : pd= 2877.11 N/m2
ROOF RADIUS : R1= 42.08517552 m
JOINT EFF. FACTOR (EN 14015-Sect.10.3.6) : J= 1
CALCULATED STRESS : Sc=pd*R1/(2*(ep-c)*J) = 12.11 N/mm2
Sc 3174.418859
4.3. MAXIMUM DESIGN PRESSURE CALCULATED
MAXIMUM DESIGN PRESSURE IS BASED ON A COMPRESSIVE STRESS,
IN THE SHELL-ROOF JUNCTION AREA, OF 275 N/mm2(THE YIELD POINT) :
Sc= 355 N/mm2
R= 8.75 m
tan = 0.212556562
UNCORRODED
A= 3395.80 mm2 4553.88 mm2
pmax= A*Sc*tan / 50*R2= 66.94 mbar 89.76 mbar
CONCLUSION: MAXIMUM DESIGN PRESSURE pmax CALCULATED IS HEIGHER
THEN DESIGN PRESSURE 25mbar
CORRODED
UPPER COURSE THK.:
CORRODED
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FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
CALCULATION SHEET ACC. EN 14015 44-TK-001Contractor doc. no.: Company doc. no.:
PE-D-Vi10-422.023-ME-CAL-001-01-E
5. WEIGHTS TANK (kg)
CORROSION ALLOWANCE c= 3 mmCORROSION ALLOWANCE c= 0 mm
CORROSION ALLOWANCE c= 1 mm
SHELL
COURSE: NO(UNCORRODED THICK.) UNCORODDED CORRODED
UPPER 7(6mm) 3884 1942
6(6mm) 3884 1942
5(6mm) 3884 1942
4(6mm) 3884 1942
3(7mm) 4532 2589
2(8mm) 5179 3237
LOWER 1(9mm) 7768 5179
Rroof= 8.962 m
TOTAL SHELL : 33016 18774
611 550 Droof= 17.924 m825 742 L100X100X10 arie acoperis
825 742 L100X100X10 252 m2
1639 1475 3*L100X65X8
SHELL INSULATION SUPP. RINGS 412 412 PB40X3+GUS
ROOF INSULATION SUPPORTS 200 200 PB40X3+GUS
11884 9903 thk.=6mm
620 558
9436 8492 30xHE 200 AA var1 var2 var3
4300 3870 30xHE 200 AA 26xh250x8 28xh262x10
2400 2160 9436 9406 8693
ROOF INSULATION: 2598 2598
SHELL INSULATION: 6256 6256
16993 11329 thk.=9mm
11931 11931 anular thk.=9mm +central thk.5mm
509 509 100X100X4mm460 414 70x70x8
75021 56732
104914 80915
SNOW ON ROOF 32705 32705
2660723 2660723
2978277 2911991 kg
UPPER BOTOM
ROOF STR. :
LOWEER BOTOM
WIRE MESH
TOTAL TANK WEIGHT
WEIGHT OF LIQUID TEST
SHELL+ROOF+PERM ATT
BASE L PROFILE
FOR ROOF
FOR LOWER BOTTOM
EXTERNAL TOP RING
STIFFENING RINGS
INTERNAL TOP RING
ROOF
FOR SHELL AND UPPER BOTTOM
NOZZLE ON SHELL
NOZZLE ON ROOF
STAIRS, PLATFORMS ON ROOF:
STAIRS, LADDERS, PLATF. ON SHE
Total load
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FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
CALCULATION SHEET ACC. EN 14015 44-TK-001Contractor doc. no.: Company doc. no.:
PE-D-Vi10-422.023-ME-CAL-001-01-E
6. OVERTURNUNG STABILITY (EN 14015 Sect.12)
tba= 9.00 mm
TANK DIAMETER : Di = 17.50 m
ROOF CENTRAL RING DIAM Dr= 2.00 mTANK HEIGHT : Hi = 11.012 m
ROOF HEIGHT h=tg *(Di/2-Dr/2) h= 1.647 m
DESIGN INTERNAL PRESSURE : pi= 2500.00 N/m
2
DESIGN WIND LOAD : =air density/2xWind speed^2 pw = 1270.00 N/m2
pus= 889 N/m2
pur= 762 N/m2
DENSITY OF AIR = 1.25 kg/m3
MAXIMUM DESIGN PRODUCT DENSITY WM= 1015.60 kg/m3 Produced water
MAXIMUM DESIGN PRESSURE pmax= 2500.00 N/m2
YIELD STRESS Re= 355.00 N/mm2
ROOF RADIUS Rr= 8.962 m
ROOF ANGLE = 12.00
Cf= 0.70
EFFECTIVE WEIGHT OF THE TANK G= 556318.64 N WITHOUT TANK BOTOMS
6.1. CHECK ACC. SR EN 1993-4-2:2007 PCT. 11.5
a) Uplift of tank in service with an amount of product less then
Hliqiud = 0,35m
The upthrust on the roof due to the internal pressure
Up=PI*D^2/4*pi Up= 630788.88 N
Minimum height of amount liquid Hliq= 0.35 m
WEIGHT OF MINIMUM AMOUNT OF PRODUCT
Gliq= PI*D^2*Wm*Hliq/4 Gliq= 838394.85 N
Total weight G+Gliqminim G+Gliqminim= 1394713.50 N
1394713.50 > 630788.88
G+Gliq minim > Up
CONCLUSION: TANK IS STABLE, ANCHORS ARE NOT REQUIRED IF TANK IS ALMOUST EMPTY
(an amount of product less then Hliqiud = 0,35m)
b) Overturning moment due to wind action while in service
with a certain amount of product H liq
There will always be a certain amount of product in the tank at all times whilst the tank is in service.
The applicable weight of this product can be added to the weight of the tank to counteract the uothrust
due to the internal pressure
Height liquid level acc. outlet nozzle elevation Hliq= 0.000 0.0005 0.165 m
WEIGHT OF AMOUNT OF PRODUCT
Gliq= PI*D^2/4*Wm*Hliq Gliq= 0.000 1197.707 395243.289 N
The upthrust on the roof due to the internal pressureUp=PI*D^2/4*p Up= 630788.876 630788.876 630788.876 N
Uplift from wind
Uw=Pur*PI*D^2/4 Uw 192264.45 192264.45 192264.45 N
Load concrete=necessary to avoid the overturning, Gc= 400000.00 N
Resultant downward load G+Gliq-Up-Uw= 748583.09 -265536.97 128508.61 N
NA 134463.03 NA N
The righting moment
Mr1=(G+Gliq-Up-Uw)*D/2 Mr1= 6550102.06 -2323448.531 1124450.31 Nm
Mr1=(G+Gliq+Gc-Up-Uw)*D/2 Mr1= NA 1176551.47 NA Nm
Mr1>Mw Mr1>Mw Mr1>Mw
Resultant downward load+concrete; G+Gliq+Gc-Up-Uw=
LOAD WIND UPLIFT ON SHELL: (0.7*1.27kN/m2)
LOAD WIND UPLIFT ON ROOF: (0.6*1.27kN/m2)
THE FORCE COEFFICIENT FOR THE TANK ACC.
SR EN 1991:1-4:2006 CAP. 7.9.2. FOR SOILCATEGORY III
THICKNESS OF BOTTOM PLATE UNDER THE SHELL
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FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
CALCULATION SHEET ACC. EN 14015 44-TK-001Contractor doc. no.: Company doc. no.:
PE-D-Vi10-422.023-ME-CAL-001-01-E
CONCLUSION: TANK IS STABLE, ANCHORS ARE NOT REQUIRED IF THE AMOUNT OF THE PRODUCT IN THE
TANK WILL BE ALWAYS HIGHER THAN 0,16m
IF THE AMOUNT OF PRODUCT IN TANK IS DECREASING UNDER 0,16m, THE TANK IS UNSTABLE AND MUST
BE ANCHORED WITH EQUIVALENT FORCE OF 380000N.
c) Overturning moment due to wind action only (empty tank)
The wind force normal to the shell
Fs=Cf*pw*D*H Fs= 171319.19 N
The wind force normal to the roof
Fr=Cf*pw*D*h*/2 Fr= 12814.04 N
The resulting wind moment on the tank
Mw=(Fs*H/2)+[Fr(H+h/3)] Mw= 1091428 Nm
The counteracting righting moment on the tank
Mr2=(G-Pur**D^2/4)*D/2 Mr2= 3185474.20 Nm
Mr2 > Mw
CONCLUSION: EMPTY TANK IS STABLE, ANCHORS ARE NOT REQUIRED.
7. SEISMIC DESIGN (EN 14015 Annex G)
EXTERNAL TANK DIAMETER: De= 17.518 m
INTERNAL TANK DIAMETER Di= 17.50 m
TANK SHELL HEIGHT: HL= 11.012 m
MAX. FILLING HEIGHT HT= 10.35 m
SNOW LOAD : 2.5 kPa 2500 N/m2
250 kg/m2
pus= 889 N/m
2
pur= 762 N/m2
FACTOR : D/HT= 1.693
FACTOR FROM FIGURE G.1 : T1/TT= 0.622
FACTOR FROM FIGURE G.1 : T2/TT= 0.378
FACTOR FROM FIGURE G.2 : X1/HT= 0.370
FACTOR FROM FIGURE G.2 : X2/HT= 0.640
LOAD WIND UPLIFT ON SHELL: (0.7*1.27kN/m2)LOAD WIND UPLIFT ON ROOF: (0.6*1.27kN/m2)
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PE-D-Vi10-422.023-ME-CAL-001-01-E
TOTAL WEIGHT OF THE TANK CONTENTS (SP. GRAVITY MIN. 1) :
TT= 2690016.07 kg
TOTAL WEIGHT OF THE TANK SHELL Tt= 45983.14 kg UNCORRODEDTt= 31111.14 kg
PERMANENT ATTACHMENTS ON ROOF Ta= 4300.00 kg UNCORRODED
Ta= 3870.00 kg
WEIGTH ROOF PLATES 13259 kg CORRODED
15302 kg UNCORRODED
PCT. OF SNOW LOAD : 67%
WEIGTH SNOW Tsnow= 32705
WEIGTH RAFTERS 8492 kg
9435.954 kg UNCORRODED
Trz= 58326 kg
Trz= 61743 kg UNCORRODED
Tr= 25621 kg
Tr= 29038 kg UNCORRODED
WEIGHT OF EFFECTIVE MASS OF TANK CONTENTS
WHICH MOVES IN UNISON WITH TANK SHELL :
T1=(T1/TT)*TT= 1673190 kg
WEIGHT OF EFFECTIVE MASS OF TANK CONTENTS
WHICH MOVE IN THE FIRST SLOSHING MODE :
T2=(T2/TT)*TT= 1016826 kg
HEIGHT FROM BOTTOM OF TANK SHELL TO CENTROID OF LATERAL SEISMIC FORCE APPLIED TO T1 :
X1=(X1/HT)*HT= 3.8295 m
HEIGHT FROM BOTTOM OF TANK SHELL TO CENTROID
OF LATERAL SEISMIC FORCE APPLIED TO T2 :
X2=(X2/HT)*HT= 6.624 m
HEIGHT FROM BOTTOM OF TANK SHELL TO CENTRE OF GRAVITY OF SHELL :
CENTRE OF GRAVITY OF SHELL XS= 5.506 m
LATERAL FORCE COEFFICIENT : G1= 0.25
SITE AMPLIFICATION FACTOR : j = 1.5 (TABLE G.1, SR EN 14015)
FACTOR FROM FIGURE G.3 : Ks = 0.581
NATURAL PERIOD OF THE FIRST SLOSHING MODE :
TS= 1.8*Ks*(D0.5
) = 4.37 sec. =
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FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
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PE-D-Vi10-422.023-ME-CAL-001-01-E
RESISTANCE TO OVERTURNING :
MAXIMUM FORCE OF TANK CONTENTS WHICH MAY BE UTILIZED
TO RESIST THE SHELL OVERTURNING MOMENT :
WL= 0.1*tbac*(Reb*Ws*HT)1/2 = 36.7 kN/m
Max. WL= 0.2*Ws*HT*D= 36.82795126 kN/m
THICK.OF BOT. PLATE UNDER SHELL: tbac= 6 mm
MAXIMUM DENSITY OF LIQUID (MIN. 1) Ws = 1.0156 kg/l
MIN. SP. YIELD STR. OF BOT. PLATE Reb = 355 N/mm2
Minimum WIDTH OF the BOTTOM PLATE UNDER the SHELL
Lba min=0.1744*WL/Ws*HT
Lba min= 0.609 m
SHELL COMPRESION :
MAXIMUM FORCE EXERTED BY TANK SHELL AND A PORTION OF ROOF SUPPORTED BY SHELL :
WITH SNOW: Wtz =9.81*(Tt+Trz) / 1000*PI*D
= 15.9 kN/m
Wtz =9.81*(Tt+Trz) / 1000*PI*D
= 19.2 kN/m UNCORRODED
WITHOUT SNOW Wt =9.81*(Tt+Tr) / 1000*PI*D= 10.1 kN/m
Wt =9.81*(Tt+Tr) / 1000*PI*D= 13.4 kN/m UNCORRODED
FACTOR : 1.53
1.46 UNCORRODED
FACTOR : 1.72
1.63 UNCORRODED
UNANCHORED TANK
THE MAXIMUM LONGITUDINAL SHELL COMPRESION FORCE Wb :
WHEN F0.785 (Wb+WL)/(Wt+WL)= - N.A.
F1.5 THE TANK IS STRUCTURALLY UNSTABLE
CONCLUSION: BECAUSE F > 1.5, TANK MUST BE ANCHORED
ANCHORED TANK
THE MAXIMUM LONGITUDINAL SHELL COMPRESION FORCE Wb :
Wb = Wt+1.273*M/D2= 118.6 kN/m
MAXIMUM LONGITUDINAL COMPRESSIVE STRESS:
Scs = Wb/ tbs= 19.77 N/mm2
THICKNESS OF BOTTOM SHELL COURSE (CORRODED) :
tbs = 6.0 mm
RATIO TO DET. WHICH FORMULA WILL BE USED FOR CALC. MAX. ALL. STRESS :
Ratio = Ws*HT*D2/tbs
2= 89.6 m
3/mm
2
MAXIMUM ALLOWABLE LONGITUDINAL COMPRESSIVW STRESS IN THE SHELL Fa :
When Ratio is greater than or equal to 44 :
Fa=83* tbs/ D= NA N/mm2
When Ratio is less than 44 :
Fa=(33*tbs/D+7.5*(Ws*HT)1/2
= 35.62 N/mm2
WHEN Wb/Tbs >Fa , THE TANK IS STRUCTURALLY UNSTABLE
Scs < Fa
CONCLUSION: BECAUSE Scs < Fa - TANK IS STABLE
CONCLUSION: BECAUSE ARE NOT FULFILLED THE BOTH OF STABILITY CONDITIONS,
THE TANK MUST BE ANCHORED
CORRODED
CORRODED
F = M/[D2(WL+Wt)] >1.5
CORRODED
CORRODED
F = M/[D2(WL+Wtz)] = CORRODED
F = M/[D2(WL+Wt)] =
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PE-D-Vi10-422.023-ME-CAL-001-01-E
8. TANK ANCHORAGE
tb= U/N
LOAD PER ANCHOR BOLT tb
NET UPLIFT LOAD U
PROPOSED SIZE OF ANCHOR BOLT M48
SPACING BETWEEN ANCHORS BOLT =PI*D/N 2.752 m
PROPOSED NUMBER OF ANCHOR BOLTS N=PI*D/2m= 20 pcs.
DIAMETER OF ANCHOR BOLT (UNCORRODE d= 48 mm
MIN. CROSS SECT. AREA OF BOLT Ab= 1377.00 mm2
ANCHOR BOLT MATERIAL GRUPA DE MATERIAL 5.6 - REZISTENT LA TEMP MINIMA DE -20 C
Yield strength Re= 335 N/mm2
Tensile strength Rm= 630 N/mm2
Allowable stress for design conditions: Min.(1/2*Re;1/3*Rm) Sd= 167.5 N/mm2
Allowable stress for seismic loads: Max. 1,33*Sd Ss= 222.775 N/mm2
TANK DIAMETER D= 17.518 mBOLT CIRCLE DIAMETER Dbc= 17.818 m
WIND MOMENT Mw= 1091427.90 Nm (see CAP 6.1-c)
SEISMIC MOMENT Ms= 24764000 Nm SEE CAP 7
G= 556318.64 N
Up= 630788.88 N
Uw= 192264.45 N
Gliq= 395243.29 N
LOAD CASE:
DESIGN PRESURE:
Up= 630788.8761 N
Net uplift load for design pressure U=Up-G= 74470 NLoad per anchor tb= U/N tb= 3724 N
Tensile stress in the anchor bolts Sb=tb/Ab Sb= 2.7041 N/mm2
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TANK DIAMETER D= 17.5 m
SLOPE OF ROOF 1: 4.7040 0.21258503
ANGLE OF ROOF W!" "OR#ON!AL $= 0.21258503 r%&
$= 12.002 '
HEIGHT OF ROOF Hr= 1.889 m
CENTRAL RING RADIUS Ri(= 1 )
LENG!" OF RAF!ER *r= 7.+28 )
UNBRACED LENGTH OF RAFTER *,= 2.64266667 m
HORIZONTAL PROJECTION OF RFTER I= 7.75 m
ER!/AL ROE/!ON OF RF!ER = 1.673 )
ADOPTED NOMINAL ROOF PLATE THICKNESS r= 6 ))
DESIGN VACUUM 5 mbar
INSULATION THICKNESS 60mm 10.10 daN/m2
EGN LOA
INTERNAL DESIGN PRESSURE 1= 0 &%N)
DESIGN VACUUM 2= 50 &%N)
SNOW LOAD 3= 200 &%N)
INSULATION LOAD 4= 10.10 &%N)OTHER LOADS 5= 5 &%N)
ROOF PLATES LOADS (UNCORRODED) 6= 46.18626 &%N)
STRUCTURAL LOADS 7= 16.7115344 &%N)
UNIFORM LIVE LOAD *= 250 &%N)
INS. LOAD q4 IS INCLUDED IN ql? (Y/N)
TOTAL DESIGN LOAD = 377.++3071 &%N)2
F9r ;< =567MA?@234
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FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
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PE-D-Vi10-422.023-ME-CAL-001-01-E
"E 200 AA %C
NDMER OF RAF!ER = 30 1.8325+571 )
AREA DOR!E ; A RAF!ER @24 A= 8.018 )
2
LOA ON RAF!ER =A = 3030.7 &%N
"H=(Q/3)*(l/h) "H= 467+.8 &%N
M)%I = 0.128*Q*l M)%I = 3006.45 &%N)
N)%I =Q*sin $ "H(9J $ N)%I = 5213.8+ &%N
E/F/ RAF!ER MA 34.6 K)
E/F/ RAF!ER WEG"! )= 33.+ &%N)
RAF!ER WEG"! G=)*r 268.75+2 &%N
"H=0.5*G*(l/h) 622.5 &%N
M)%I = 0.125*G*l 260.36 &%N)
N)%I =G*sin +Hbg *cos NMA = 665.1+ &%N
"MA = HH+ HH "MA= 5302.3 &%N
MMA= MMA + MMA MMA= 3266.81 &%N)
NMA= NMA + NMA NMA= 587+.08 &%N
"AE #E "EA 200
MA!ERAL 3552N
MOMEN! OF NER!A = 2+44 ()4
MN. RAD OF GRA!ON i = 4.+2 ()LENERNE RA!O K=*,/i= 54 200
E/!ONAL AREA OF RAF!ER A= 44.1 ()2
E/!ON MODLD W# = 316.6 ()
AAL AN ENNG !RE
%= NMA/ A %= 133.3 &%N()
HI = MMA/W# HI= 1031.8 &%N()
ALLOWALE !RE F%= 1241 &%N()2
FHI= 1241 &%N()2
%= 133.3 F%= 1241
HI= 1031.8 FHI= 1241
!AL!; /ON!ON FOR RAF!ER:
%/ F% + fHI/FHI = 0.+4 1
10. RAFTER CALCULATION
10.1 SRESS CALCULATION
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EGN ALDE OF !"E AAL LOA N &= 587+ &%N
EGN ALDE OF !"E ENNG MOMEN! M
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PE-D-Vi10-422.023-ME-CAL-001-01-E
DER RNG !"/NE @/ORROE CJ= 10 ))
LOWER RNG !"/NE @/ORROE Ci= 10 ))
EL! !"/NE @/ORROE C(= 10 ))
OF !"E AOE REDL! !"E FOLLOWNG ALDE:
MOMEN! OF NER!A: = 2.+++E08 ))4
;MA = 287.37 ))
;MN = 212.62 ))
E/!ON MODLD @MA WMA= 1410554 ))
E/!ON MODLD @MN WMN= 1043644 ))
RNG E/!ON AREA AC= 11800 ))
/EN!RO /R/LE AME!ER = 1574.76 ))
NDMER OF RAF!ER = 30
ANGLE E!WEEN RAF!ER 2S= 12 'S= 6 'S= 0.105 r%&
1N S = +.541
1!AN S = +.48+
1S= +.524MAMDM RAAL LOA "MA= 53023 N
A//ORNG !O FORMDLA FOR !RE AN !RAN - ROAR AN ;ANG
GEOME!R; OF /ORROE /EN!RAL RNG E/!ON - EE FG. 5 MENON ARE N )).
/"ARA/!ER!/ OF !"E /EN!RAL RNG E/!ON RAWN A A REGON W!" MLME!ER A
A,C9/A DN! EDLEN! )):
11. CENTRAL RIN$ CALCULATION
---------------- REGON ----------------
Ar%: 11800.0000
ri)Cr: 2380.00009,&iL H9I: >: -212.6272 -- 287.3728
;: -100.0000 -- 100.0000
/Cr9i&: >: 0.0000
;: 0.0000
M9)CJ 9 irCi%: >: +51+3333.3333
;: 2+++118+2.6554
r9&,(C 9 irCi%: >;: 0.0000
R%&ii 9 Lr%Ci9: >: 8+.8178
;: 15+.4248
ri(iT%* )9)CJ %& >-; &ir(Ci9J %H9,C (Cr9i&:
: +51+3333.3333 %*9L ?1.0000 0.0000B
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FRDP VIDELE G2 BLOCK STAGE 1 - DETAIL DESIGN ENGINEERING
CALCULATION SHEET ACC. EN 14015 44-TK-001Contractor doc. no.: Company doc. no.:
PE-D-Vi10-422.023-ME-CAL-001-01-E
!"E !RE N E/!ON 1 @E!WEEN RAF!ER - EE FG. 4
M1= (-HMA*R/2)*(1/SINS-1S M1= -70+737 N))N1= (-HMA/2)*(1/SINS N1= -252+46 N
!"E !RE DE !O M1: UA
M1= M1/WMA UA
M1= -0.5 N))
!"E !RE DE !O M1: UA
N1= N1/AC U1
N1= -21.44 N))
!O!AL !RE /AE 1A U1A
= -21.+4 N))2
!"E !RE DE !O M1: U M1= M1/WMN U M1= -0.68 N))
!"E !RE DE !O M1: U
N1= N1/AC U1
N1= -21.44 N))
!O!AL !RE /AE 1 U1
= -22.12 N))2
!"E !RE N E/!ON 2 @RAF!ER E/!ON - EE FG. 4
M2= (HMA*R/2)*(1/-1/TANS M2= 1461223.74 N))
N2= (HMA/2)*(1/TANS N2= 251567.6 N
!"E !RE DE !O M2: UA
M2= M2/WMA U1
M1= 1.04 N))
!"E !RE DE !O M2: U N2= N2/AC U N1= 21.32 N))
!O!AL !RE /AE 2A U1A
= 22.36 N))2
!"E !RE DE !O M2: U
M2= M2/WMN U1
M1= 1.4 N))
!"E !RE DE !O M2: U
N2= N2/AC U1
N1= 21.32 N))
!O!AL !RE /AE 2 U1
= 22.72 N))2
VUiV %= 124N))2
!ENON LOA N ROOF-!O-"ELL ON/!ON:
Fi=(q*R )/2*TAN= 6703+ &%N
MA!ERAL 3352N
;EL !RENG!" 355 &%N))2
EGN !RE A(( 14015 (! 10.5.4. d =2/3* fy = 237 &%N))
N!ERNAL RAD OF !AN r= 8.75 )
DER /ODRE /ORROE !"/NE = 3 ))
ROOF LA!E /ORROE !"/NE r= 5 ))
EDLEN! RAD OF /ON/AL ROOF R1=r/SIN= 41.5 )
EFFE/!E ROOF LENG 273.3 ))
EFFE/!E "ELL LENG +7.2 ))
ROOF EFEF/!E AREA @/ORROE 81+.+ ))2
"ELL EFE/!FE AREA @/OROE 486 ))2
N!ERNALE!ERNAL DER /ORNER AREA@2L100I10010 3456 ))2
!O!AL AREA 4761.+ ))2
EFFE/!E !RE N DN/!ON AREA: 140.8 N)) &
A//ORNG !O EN 1++3-4-2 /%T 11.2.5
LR=0,6*(1000*R1*er)1 2
=
12. ROOF TO SHELL %UCTION CALCULATION
L=0,6*(1000*R*e)12
=
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TANK DIAMETER D= 17.5 m
SLOPE OF ROOF 1: 4.7040 0.21258503ANGLE OF ROOF W!" "OR#ON!AL $= 0.21258503 r%&
$= 12.002 '
HEIGHT OF ROOF Hr= 1.889 m
CENTRAL RING RADIUS Ri(= 1 )
LENG!" OF RAF!ER *r= 7.+28 )
UNBRACED LENGTH OF RAFTER *,= 2.64266667 m
HORIZONTAL PROJECTION OF RFTER I= 7.75 m
ER!/AL ROE/!ON OF RF!ER = 1.673 )
ADOPTED NOMINAL ROOF PLATE THICKNESS r= 6 ))
DESIGN VACUUM 5 mbar
INSULATION THICKNESS 60mm 10.10 daN/m2
EGN LOA
INTERNAL DESIGN PRESSURE 1= 0 &%N)
DESIGN VACUUM 2= 50 &%N)
SNOW LOAD 3= 200 &%N)
INSULATION LOAD 4= 10.10 &%N)
OTHER LOADS 5= 5 &%N)
ROOF PLATES LOADS (UNCORRODED) 6= 46.18626 &%N)
STRUCTURAL LOADS 7= 16.7115344 &%N)
UNIFORM LIVE LOAD *= 250 &%N)
INS. LOAD q4 IS INCLUDED IN ql? (Y/N)
TOTAL DESIGN LOAD = 377.++3071 &%N)2
F9r ;< =567MA>?@234?@23
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NDMER OF RAF!ER = 26 " 200I200I8 A! 2.11453
AREA DOR!E ; A RAF!ER @24 A= +.251 )
2
LOA ON RAF!ER =A = 34+6.8 &%N
"H=(Q/3)*(l/h) "H= 53++.5 &%N
M)%I = 0.128*Q*l M)%I = 3468.83 &%N)N)%I =Q*sin $ "H(9J $ N)%I = 6015.73 &%N
E/F/ RAF!ER MA 3+.8152 K)
E/F/ RAF!ER WEG"! )= 3+ &%N)
RAF!ER WEG"! G=)*r 30+.1+2 &%N
"H=0.5*G*(l/h) 716.2 &%N
M)%I = 0.125*G*l 2++.53 &%N)
N)%I =G*sin +Hbg *cos NMA> = 765.31 &%N
"MA> = HH+ HH "MA>= 6115.7 &%N
MMA>= MMA> + MMA> MMA>= 3768.36 &%N)
NMA>= NMA> + NMA> NMA>= 6781.04 &%N
"AE #E "EA 200
MA!ERAL 3552N
MOMEN! OF NER!A = 5541 ()4
MOMEN! OF NER!A P= 1067.665 ()4
MN. RAD OF GRA!ON i = 4.5 ()
LENERNE RA!O K=*,/i= 5+ 200
E/!ONAL AREA OF RAF!ER A= 50.72 ()2
E/!ON MODLD W# = 443.28 ()
A>AL AN ENNG !RE
%= NMA>/ A %= 133.7 &%N()
HI = MMA>/W# HI= 850.1 &%N()
ALLOWALE !RE F%= 1241 &%N()2
FHI= 1241 &%N()2
%= 133.7 F%= 1241
HI= 850.1 FHI= 1241
!AL!; /ON!ON FOR RAF!ER:
%/ F% + fHI/FHI = 0.7+ 1
10. RAFTER CALCULATION
10.1 SRESS CALCULATION
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EGN ALDE OF !"E A>AL LOA N &= 6781 &%N
EGN ALDE OF !"E ENNG MOMEN! M
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DER RNG !"/NE @/ORROE CJ= 10 ))
LOWER RNG !"/NE @/ORROE Ci= 10 ))EL! !"/NE @/ORROE C(= 10 ))
OF !"E AOE REDL! !"E FOLLOWNG ALDE:
MOMEN! OF NER!A: = 2+++118+3 ))4
;MA> = 287.3728 ))
;MN = 212.6272 ))
E/!ON MODLD @MA> WMA>= 1410506 ))
E/!ON MODLD @MN WMN= 1043634 ))
RNG E/!ON AREA AC= 11800 ))
/EN!RO /R/LE AME!ER = 1574.7456 ))
NDMER OF RAF!ER = 26
ANGLE E!WEEN RAF!ER 2S= 13.8461538 'S= 6.+23076+2 'S= 0.121 r%&
1N S = 8.285
1!AN S = 8.2241S= 8.264
MA>MDM RAAL LOA "MA>= 61157 N
11. CENTRAL RIN$ CALCULATION
A//ORNG !O FORMDLA FOR !RE AN !RAN - ROAR AN ;ANG
GEOME!R; OF /ORROE /EN!RAL RNG E/!ON - EE FG. 5 MENON ARE N )).
/"ARA/!ER!/ OF !"E /EN!RAL RNG E/!ON RAWN A A REGON W!" MLME!ER A
A,C9/A DN! EDLEN! )):
---------------- REGON ----------------
Ar%: 11800.0000
ri)Cr: 2380.0000
9,&iL H9I: >: -212.6272 -- 287.3728
;: -100.0000 -- 100.0000
/Cr9i&: >: 0.0000
;: 0.0000
M9)CJ 9 irCi%: >: +51+3333.3333
;: 2+++118+2.6554
r9&,(C 9 irCi%: >;: 0.0000
R%&ii 9 Lr%Ci9: >: 8+.8178
;: 15+.4248
ri(iT%* )9)CJ %& >-; &ir(Ci9J %H9,C (Cr9i&:
: +51+3333.3333 %*9L ?1.0000 0.0000B
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!"E !RE N E/!ON 1 @E!WEEN RAF!ER - EE FG. 4
M1= (-HMA>*R/2)*(1/SINS-1S M1= -1011221 N))
N1= (-HMA>/2)*(1/SINS N1= -253343 N
!"E !RE DE !O M1: UA
M1= M1/WMA> UA
M1= -0.72 N))
!"E !RE DE !O M1: UA
N1= N1/AC U1
N1= -21.47 N))
!O!AL !RE /AE 1A U1A
= -22.1+ N))2
!"E !RE DE !O M1: U
M1= M1/WMN U1
M1= -0.+7 N))
!"E !RE DE !O M1: U
N1= N1/AC U1
N1= -21.47 N))
!O!AL !RE /AE 1 U1
= -22.44 N))2
!"E !RE N E/!ON 2 @RAF!ER E/!ON - EE FG. 4
M2= (HMA>*R/2)*(1/-1/TANS M2= 1+26134.33 N))
N2= (HMA>/2)*(1/TANS N2= 251477.6 N
!"E !RE DE !O M2: UA
M2= M2/WMA> U1
M1= 1.37 N))
!"E !RE DE !O M2: UA
N2= N2/AC U1
N1= 21.31 N))
!O!AL !RE /AE 2A U1A
= 22.68 N))2
!"E !RE DE !O M2: U
M2= M2/WMN U1
M1= 1.85 N))
!"E !RE DE !O M2: U
N2= N2/AC U1
N1= 21.31 N))
!O!AL !RE /AE 2 U1
= 23.16 N))2
VUiV %= 124N))2
!ENON LOA N ROOF-!O-"ELL ON/!ON:
Fi=(q*R2)/2*TAN= 6703+ &%N
MA!ERAL 3352N
;EL !RENG!" 355 &%N))2
EGN !RE A(( 14015 (! 10.5.4. d =2/3* fy = 237 &%N))
N!ERNAL RAD OF !AN r= 8.75 )
DER /ODRE /ORROE !"/NE = 3 ))
ROOF LA!E /ORROE !"/NE r= 5 ))
EDLEN! RAD OF /ON/AL ROOF R1=r/SIN= 41.5 )
EFFE/!E ROOF LENG 273.3 ))
EFFE/!E "ELL LENG +7.2 ))ROOF EFEF/!E AREA @/ORROE 81+.+ ))
2
"ELL EFE/!FE AREA @/OROE 486 ))2
N!ERNALE>!ERNAL DER /ORNER AREA@2>L100I100>10 3456 ))2
!O!AL AREA 4761.+ ))3
EFFE/!E !RE N DN/!ON AREA: 140.8 N)) d
12. ROOF TO SHELL %UCTION CALCULATION
A//ORNG !O EN 1++3-4-2 /%T 11.2.5
LR=0,6*(1000*R1*er)12
=
L=0,6*(1000*R*e)12
=
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TANK DIAMETER D= 17.5 m
SLOPE OF ROOF 1: 4.7040 0.21258503
ANGLE OF ROOF W!" "OR#ON!AL $= 0.21258503 r%&
$= 12.002 '
HEIGHT OF ROOF Hr= 1.889 m
CENTRAL RING RADIUS Ri(= 1 )
LENG!" OF RAF!ER *r= 7.+28 )
UNBRACED LENGTH OF RAFTER *,= 2.64266667 m
HORIZONTAL PROJECTION OF RFTER I= 7.75 m
ER!/AL ROE/!ON OF RF!ER = 1.673 )
ADOPTED NOMINAL ROOF PLATE THICKNESS r= 6 ))
DESIGN VACUUM 5 mbar
INSULATION THICKNESS 60mm 10.10 daN/m2
EGN LOA
INTERNAL DESIGN PRESSURE 1= 0 &%N)
DESIGN VACUUM 2= 50 &%N)
SNOW LOAD 3= 200 &%N)
INSULATION LOAD 4= 10.10 &%N)
OTHER LOADS 5= 5 &%N)
ROOF PLATES LOADS (UNCORRODED) 6= 46.18626 &%N)
STRUCTURAL LOADS 7= 16.7115344 &%N)
UNIFORM LIVE LOAD *= 250 &%N)
INS. LOAD q4 IS INCLUDED IN ql? (Y/N)
TOTAL DESIGN LOAD = 377.++3071 &%N)2
F9r ;< =567MA>?@234?@23
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NDMER OF RAF!ER = 28 " 262I10150I6 A! 1.+635
AREA DOR!E ; A RAF!ER @24 A= 8.5+ )
2
LOA ON RAF!ER =A = 3247 &%N
"H=(Q/3)*(l/h) "H= 5013.8 &%N
M)%I = 0.128*Q*l M)%I = 3221.02 &%N)
N)%I =Q*sin $ "H(9J $ N)%I = 5586.01 &%N
E/F/ RAF!ER MA 33.755 K)
E/F/ RAF!ER WEG"! )= 33 &%N)
RAF!ER WEG"! G=)*r 262.4168 &%N
"H=0.5*G*(l/h) 607.8 &%N
M)%I = 0.125*G*l 254.22 &%N)
N)%I =G*sin +Hbg *cos NMA> = 64+.48 &%N
"MA> = HH+ HH "MA>= 5621.6 &%N
MMA>= MMA> + MMA> MMA>= 3475.24 &%N)
NMA>= NMA> + NMA> NMA>= 6235.4+ &%N
"AE #E " 262I10150I6MA!ERAL 3552N
MOMEN! OF NER!A = 4251 ()4
MOMEN! OF NER!A P= 33+5 ()4
MN. RAD OF GRA!ON i = +.+4286001 ()
LENERNE RA!O K=*,/i= 27 200
E/!ONAL AREA OF RAF!ER A= 43 ()2
E/!ON MODLD W = 324.503817 ()
A>AL AN ENNG !RE
%= NMA>/ A %= 145 &%N()
HI = MMA>/W HI= 1070.+ &%N()
ALLOWALE !RE F%= 1241 &%N()2
FHI= 1241 &%N()2
%= 145 F%= 1241
HI= 1070.+ FHI= 1241
!AL!; /ON!ON FOR RAF!ER:
%/ F% + fHI/FHI = 0.+8 1
10. RAFTER CALCULATION
10.1 SRESS CALCULATION
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EGN ALDE OF !"E A>AL LOA N &= 6235 &%N
EGN ALDE OF !"E ENNG MOMEN! M
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DER RNG !"/NE @/ORROE CJ= 10 ))
LOWER RNG !"/NE @/ORROE Ci= 10 ))
EL! !"/NE @/ORROE C(= 10 ))
OF !"E AOE REDL! !"E FOLLOWNG ALDE:
MOMEN! OF NER!A: = 2+++118+3 ))4
;MA> = 287.3728 ))
;MN = 212.6272 ))
E/!ON MODLD @MA> WMA>= 1410506 ))
E/!ON MODLD @MN WMN= 1043634 ))
RNG E/!ON AREA AC= 11800 ))
/EN!RO /R/LE AME!ER = 1574.7456 ))
NDMER OF RAF!ER = 28
ANGLE E!WEEN RAF!ER 2S= 12.857142+ 'S= 6.42857143 'S= 0.112 r%&
1N S = 8.+47
1!AN S = 8.8+1
1S= 8.+2+MA>MDM RAAL LOA "MA>= 56216 N
11. CENTRAL RIN$ CALCULATION
A//ORNG !O FORMDLA FOR !RE AN !RAN - ROAR AN ;ANG
GEOME!R; OF /ORROE /EN!RAL RNG E/!ON - EE FG. 5 MENON ARE N )).
/"ARA/!ER!/ OF !"E /EN!RAL RNG E/!ON RAWN A A REGON W!" MLME!ER A
A,C9/A DN! EDLEN! )):
---------------- REGON ----------------
Ar%: 11800.0000
ri)Cr: 2380.0000
9,&iL H9I: >: -212.6272 -- 287.3728
;: -100.0000 -- 100.0000
/Cr9i&: >: 0.0000
;: 0.0000
M9)CJ 9 irCi%: >: +51+3333.3333
;: 2+++118+2.6554
r9&,(C 9 irCi%: >;: 0.0000
R%&ii 9 Lr%Ci9: >: 8+.8178
;: 15+.4248
ri(iT%* )9)CJ %& >-; &ir(Ci9J %H9,C (Cr9i&:
: +51+3333.3333 %*9L ?1.0000 0.0000B
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!"E !RE N E/!ON 1 @E!WEEN RAF!ER - EE FG. 4
M1= (-HMA>*R/2)*(1/SINS-1S M1= -7+6733 N))
N1= (-HMA>/2)*(1/SINS N1= -251482 N
!"E !RE DE !O M1: UA
M1= M1/WMA> UA
M1= -0.56 N))
!"E !RE DE !O M1: UA
N1= N1/AC U1
N1= -21.31 N))
!O!AL !RE /AE 1A U1A
= -21.87 N))2
!"E !RE DE !O M1: U M1= M1/WMN U M1= -0.76 N))
!"E !RE DE !O M1: U N1= N1/AC U N1= -21.31 N))
!O!AL !RE /AE 1 U1
= -22.07 N))2
!"E !RE N E/!ON 2 @RAF!ER E/!ON - EE FG. 4
M2= (HMA>*R/2)*(1/-1/TANS M2= 1681++2.07 N))
N2= (HMA>/2)*(1/TANS N2= 24++08.2 N
!"E !RE DE !O M2: UA
M2= M2/WMA> U1
M1= 1.1+ N))
!"E !RE DE !O M2: U N2= N2/AC U N1= 21.18 N))
!O!AL !RE /AE 2A U1A
= 22.37 N))2
!"E !RE DE !O M2: U M2= M2/WMN U M1= 1.61 N))
!"E !RE DE !O M2: U N2= N2/AC U N1= 21.18 N))
!O!AL !RE /AE 2 U1
= 22.7+ N))2
VUiV %= 124N))2
!ENON LOA N ROOF-!O-"ELL ON/!ON:
Fi=(q*R )/2*TAN= 6703+ &%N
MA!ERAL 3352N
;EL !RENG!" 355 &%N))2
EGN !RE A(( 14015 (! 10.5.4. d =2/3* fy = 237 &%N))
N!ERNAL RAD OF !AN r= 8.75 )
DER /ODRE /ORROE !"/NE = 3 ))
ROOF LA!E /ORROE !"/NE r= 5 ))
EDLEN! RAD OF /ON/AL ROOF R1=r/SIN= 41.5 )
EFFE/!E ROOF LENG 273.3 ))
EFFE/!E "ELL LENG +7.2 ))
ROOF EFEF/!E AREA @/ORROE 81+.+))
2
"ELL EFE/!FE AREA @/OROE 486 ))2
N!ERNALE>!ERNAL DER /ORNER AREA@2>L100I100>10 3456 ))2
!O!AL AREA 4761.+ ))3
EFFE/!E !RE N DN/!ON AREA: 140.8 N)) d
12. ROOF TO SHELL %UCTION CALCULATION
A//ORNG !O EN 1++3-4-2 /%T 11.2.5
LR=0,6*(1000*R1*er)12
=
L=0,6*(1000*R*e)12
=
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