PE D Vi10 422.023 ME CAL 001 01 E_Calculation Sheet Acc. en 14015 _VAR_3

5/21/2018 PE D Vi10 422.023 ME CAL 001 01 E_Calculation Sheet Acc. en 14015 _VAR_3

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Contractor: Company:

Company Job. No.:

Contractor doc. no.: Contractor Job. No.:

Sheet 1 of xx

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

PE-D-Vi10-422.023-ME-CAL-001-01-E_Calculation Sheet acc. EN 14015 _VAR_3.xls


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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

PE-D-Vi10-422.023-ME-CAL-001-01-E_Calculation Sheet acc. EN 14015 _VAR_3.xls Sheet 2 of 33


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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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COURSE NUMBER 6



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


et= [D/(20*St)]*[98*Wt*(Hct-0.3)+pt]= 1.000 mm

CONCLUSION:



6 > 4.087

6 > 1.000



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


et= [D/(20*St)]*[98*Wt*(Hct-0.3)+pt]= 1.496 mm

CONCLUSION:



6 > 4.639

6 > 1.496



COURSE NUMBER 4





ec= [D/(20*S)]*[98*W*(Hc-0.3)+p]+c= 5.192 mm


et= [D/(20*St)]*[98*Wt*(Hct-0.3)+pt]= 1.991 mm

CONCLUSION:



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





ec= [D/(20*S)]*[98*W*(Hc-0.3)+p]+c= 5.744 mm


et= [D/(20*St)]*[98*Wt*(Hct-0.3)+pt]= 2.486 mm



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CONCLUSION:

MINIMUM DESIGN THICKNESS WITHOUT CORROSION ALLOWANCE

IS HIGHER THEN SHALL THICKNESS REQUIRED FOR DESIGN AND TEST CONDITION,

7 > 5.7447 > 2.486



COURSE NUMBER 2





ec= [D/(20*S)]*[98*W*(Hc-0.3)+p]+c= 6.297 mm


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


COURSE NUMBER 1





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




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





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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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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


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


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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4. ROOF PLATES DESIGN

ROOF MATERIAL : S355J2+N

MINIMUM ROOF PLATE THICK.: epmin= 5 mm ACC. EN 14015 Sect. 10.3.3


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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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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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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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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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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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)] =



15/33

Rev.:

Sheet of



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


16/33

Rev.:

Sheet of

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


17/33

Rev.:

Sheet of



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



18/33

Rev.:

Sheet of



PE-D-Vi10-422.023-ME-CAL-001-01-E

EGN ALDE OF !"E AAL LOA N &= 587+ &%N

EGN ALDE OF !"E ENNG MOMEN! M


19/33

Rev.:

Sheet of



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



20/33

Rev.:

Sheet of



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))


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


M2= M2/WMA U1

M1= 1.04 N))

!"E !RE DE !O M2: U N2= N2/AC U N1= 21.32 N))


= 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

=



21/33

Rev.:

Sheet of



PE-D-Vi10-422.023-ME-CAL-001-01-E



22/33


SLOPE OF ROOF 1: 4.7040 0.21258503ANGLE OF ROOF W!" "OR#ON!AL $= 0.21258503 r%&

$= 12.002 '










EGN LOA




INSULATION LOAD 4= 10.10 &%N)

OTHER LOADS 5= 5 &%N)






F9r ;< =567MA>?@234?@23


23/33

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()


FHI= 1241 &%N()2

%= 133.7 F%= 1241

HI= 850.1 FHI= 1241


%/ F% + fHI/FHI = 0.7+ 1



Page 23 of 33


24/33

EGN ALDE OF !"E A>AL LOA N &= 6781 &%N



25/33


LOWER RNG !"/NE @/ORROE Ci= 10 ))EL! !"/NE @/ORROE C(= 10 ))


MOMEN! OF NER!A: = 2+++118+3 ))4

;MA> = 287.3728 ))

;MN = 212.6272 ))

E/!ON MODLD @MA> WMA>= 1410506 ))



/EN!RO /R/LE AME!ER = 1574.7456 ))


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






---------------- 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


: +51+3333.3333 %*9L ?1.0000 0.0000B

Page 25 of 33


26/33


M1= (-HMA>*R/2)*(1/SINS-1S M1= -1011221 N))

N1= (-HMA>/2)*(1/SINS N1= -253343 N


M1= M1/WMA> UA

M1= -0.72 N))


N1= N1/AC U1

N1= -21.47 N))


= -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


M2= (HMA>*R/2)*(1/-1/TANS M2= 1+26134.33 N))

N2= (HMA>/2)*(1/TANS N2= 251477.6 N


M2= M2/WMA> U1

M1= 1.37 N))


N2= N2/AC U1

N1= 21.31 N))


= 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


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))






EFFE/!E "ELL LENG +7.2 ))ROOF EFEF/!E AREA @/ORROE 81+.+ ))

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


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

=

Page 26 of 33


27/33

Page 27 of 33


28/33


SLOPE OF ROOF 1: 4.7040 0.21258503

ANGLE OF ROOF W!" "OR#ON!AL $= 0.21258503 r%&

$= 12.002 '










EGN LOA




INSULATION LOAD 4= 10.10 &%N)

OTHER LOADS 5= 5 &%N)






F9r ;< =567MA>?@234?@23


29/33

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()


FHI= 1241 &%N()2

%= 145 F%= 1241

HI= 1070.+ FHI= 1241


%/ F% + fHI/FHI = 0.+8 1



Page 29 of 33


30/33

EGN ALDE OF !"E A>AL LOA N &= 6235 &%N



31/33


LOWER RNG !"/NE @/ORROE Ci= 10 ))

EL! !"/NE @/ORROE C(= 10 ))


MOMEN! OF NER!A: = 2+++118+3 ))4

;MA> = 287.3728 ))

;MN = 212.6272 ))

E/!ON MODLD @MA> WMA>= 1410506 ))



/EN!RO /R/LE AME!ER = 1574.7456 ))


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






---------------- 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


: +51+3333.3333 %*9L ?1.0000 0.0000B

Page 31 of 33


32/33


M1= (-HMA>*R/2)*(1/SINS-1S M1= -7+6733 N))

N1= (-HMA>/2)*(1/SINS N1= -251482 N


M1= M1/WMA> UA

M1= -0.56 N))


N1= N1/AC U1

N1= -21.31 N))


= -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


M2= (HMA>*R/2)*(1/-1/TANS M2= 1681++2.07 N))

N2= (HMA>/2)*(1/TANS N2= 24++08.2 N


M2= M2/WMA> U1

M1= 1.1+ N))



= 22.37 N))2

!"E !RE DE !O M2: U M2= M2/WMN U M1= 1.61 N))


!O!AL !RE /AE 2 U1

= 22.7+ N))2

VUiV %= 124N))2


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))






EFFE/!E "ELL LENG +7.2 ))

ROOF EFEF/!E AREA @/ORROE 81+.+))

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


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

=

Page 32 of 33


33/33

Page 33 of 33

Documents

PE D Vi10 422.023 ME CAL 001 01 E_Calculation Sheet Acc. en 14015 _VAR_3