MC MEMORIA DE CALCULO EJEMPLO AMETANK

7/25/2019 MC MEMORIA DE CALCULO EJEMPLO AMETANK

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PEMEX LOGSTICASUBDIRECCIN DE ALMACENAMIENTO Y DESPACHO

GERENCIA DE ADMINISTRACIN DE GUARDA Y MANEJO

CONTRATO: P5ANO93013Desarrollo de Ingeniera de Detalle, Procura, Construccin, Pruebas y Puesta en Operacin de laNueva infraestructura para la incorporacin de Etanol Anhidro en la Matriz Energtica de Pemex

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No. del documento Nombre del documento Revisin Fecha: 19-01-2016

MC-H-001MEMORIA DE CLCULO MECNICA. TANQUE DE

ALMACENAMIENTO DE ETANOL ANHIDROTV-368 / TV-369.

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Powered by EBPC FOR-I-004-R

MC-H-001

MEMORIA DE CLCULO MECNICA. TANQUE DEALMACENAMIENTO DE ETANOL ANHIDRO

TV-368 / TV-369.


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NDICE

1.0 OBJETIVO_________________________________________________________________________ 32.0

ALCANCE _________________________________________________________________________ 3

3.0

DATOS DEL SITIO___________________________________________________________________ 3

4.0

DATOS DE PROCESO _______________________________________________________________ 3

5.0

ANLISIS SSMICO __________________________________________________________________ 3

6.0 ANLISIS POR VIENTO______________________________________________________________ 77.0 METODOLOGA DE CLCULO________________________________________________________ 77.1 SUMMARY OF DESIGN DATA AND REMARKS___________________________________________ 77.2 TANK NAMEPLATE INFORMATION____________________________________________________ 7

7.3

SUMMARY OF SHELL RESULTS ______________________________________________________ 87.4 SELF SUPPORTED CONICAL ROOF ___________________________________________________ 9

7.5 SUMMARY OF ROOF RESULTS______________________________________________________ 16

7.6

SHELL COURSE DESIGN (Bottom course is #1)_________________________________________ 17

7.7

SUMMARY OF SHELL RESULTS _____________________________________________________ 22

7.8

INTERMEDIATE STIFFENER CALCULATIONS PER API-650 Section 5.9.7 ___________________ 22

7.9

FLAT BOTTOM: NON ANNULAR PLATE DESIGN________________________________________ 23

7.10

SUMMARY OF BOTTOM RESULTS____________________________________________________ 24

7.11WIND MOMENT (Per API-650 SECTION 5.11) ___________________________________________ 247.12RESISTANCE TO OVERTURNING (per API-650 5.11.2) ___________________________________ 267.13RESISTANCE TO SLIDING (per API-650 5.11.4) _________________________________________ 277.14SITE GROUND MOTION CALCULATIONS______________________________________________ 287.15SEISMIC CALCULATIONS___________________________________________________________ 29

7.16

ANCHOR BOLT DESIGN ____________________________________________________________ 35

7.17

ANCHOR BOLT SUMMARY__________________________________________________________ 38

7.18

NORMAL AND EMERGENCY VENTING (API-2000 6th EDITION)____________________________ 41

7.19

FLOATING ROOF DESIGN ___________________________________________________________ 43

7.20

PLAN VIEW APPURTENANCE________________________________________________________ 47

7.21

ELEVATION VIEW APPURTENANCE__________________________________________________ 47

7.22

CAPACITIES and WEIGHTS__________________________________________________________ 61

7.23MAWP & MAWV SUMMARY__________________________________________________________ 627.24MAXIMUM CALCULATED INTERNAL PRESSURE _______________________________________ 627.25MAXIMUM CALCULATED EXTERNAL PRESSURE_______________________________________ 628.0 CONCLUSIONES ___________________________________________________________________ 639.0 NORMATIVIDAD APLICABLE ________________________________________________________ 6310.0GEOMETRIA DEL DISEO___________________________________________________________ 64


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1.0 OBJETIVO

El presente documento tiene como objetivo el Diseo Mecnico de un Tanque de Almacenamiento deEtanol Anhidro, TV-368 / TV-369.

2.0 ALCANCE

El presente documento tiene como alcance general el dimensionamiento de los siguientescomponentes:

Placas del cuerpo y corroboracin de espesores. Placas del techo cnico y corroboracin de espesores. Placas de fondo y corroboracin de espesores. Membrana interna flotante y su configuracin. Sumidero para drenaje y difusor de boquilla de entrada. Escalera helicodal. Barandal Perimetral. Entradas Hombre en techo y cuerpo. Boquillas de operacin.

3.0 DATOS DEL SITIO

LOCALIZACIN:o Terminal de Almacenamiento y Reparto (TAR) de Perote, Veracruz.

COORD. GEOGRAFICAS:o a 19 34' 15" de latitud norte y 97 15' 6" de longitud oeste.

4.0 DATOS DE PROCESO

De acuerdo a Hoja de Datos 1501-677-HDD-CTC-REF-V-001.

5.0 ANL ISIS SSMICO

Para el presente Tanque de Almacenamiento se tiene la siguiente Clasificacin de la InstalacinSegn el Manual de Diseo de Obras Civiles (MDOC) de la CFE 2008:

o Segn su destino: Bo Segn su Estructuracin: Tipo 5

El presente Tanque de Almacenamiento se analizar para las siguientes caractersticas:o Estado lmite: Colapsoo Tipo de Suelo: Suelo Medio.

De acuerdo a Estudio de Mecnica de Suelos. 677-EA-ESP-F-028, se tienen los siguientesdatos de las Propiedades y Estratificacin del Suelo.


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Tabla 1. Propiedades y Estratif icacin del Suelo.

Estos valores, se introdujeron al programa PRODISIS de CFE 2008, para obtener el resumen decoeficientes para la obtencin de la grfica del espectro ssmico.

Figura 1. Estado lmite y caracterizacin del terreno en PRODISIS CFE 2008.

0 - 2.7 8 132.7 - 4.5 504.5 - 6.75 10 30

6.75 - 8.1 32 508.1 - 9.5 44 509.5 - 13.1 11 35

13.1

- 15.4 30 50

15.4 - 16.3 16 2116.3 - 18.1 5018.1 - 20.1 50

1655.00Total 20.14 Promedio 32.35 180.00

180180180180180180

1680

1600167016301700167016301650

16201700

180

180180180

SMSMSM

GP-SMSMSMSM

MLGMSM10

4567

89

2.251.351.403.602.25

0.901.802.09

Estrato Profundidad Espesor Clasificacin

S.U.C.S (kg/m)

123

n (m/s )

2.701.80

Nmero deGolpes


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Figura 2. Grfica del Espectro ssmico.

a) Aceleracin Espectral Impulsiva (Sai)

De acuerdo al Estudio de Mecnica de Suelos INFORME EGG1508660, la aceleracin mxima enla superficie del suelo (PGA), para el diseo del proyecto es de 0.3 g.

DATOS DEL ESPECTRO S SMICO

DATOS DE ESPECTRO CALCULADOS EN "PR DISIS"

Respuesta Dinmica Espectro de Diseo

Vs = m/s p = a0 = g

Ts = s Fs = c = g

Te = s Fr = Ta = s

Tb = se= %

a0r = g Fnl = k =

Fd = Fv = =

Resumen

0.118

0.289

Fact comp no lineal

0.947

0.174

0.62

0.168

0.6

5

1.5

1

182.17

0.46

1.04

0.25

1.565

3.557

Fact comp lineal

Fact terreno rocoso

0.96


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b) Para la Obtencin de la Aceleracin Espectral Convectiva tenemos;

Donde de acuerdo al API 650:

Para determinar el periodo natural convectivo se requiere calcular Ksy sustituirlo en la ecuacin.

=

Donde;

H = Altura del nivel de liquido de diseo, en m.

D = Diametro nominal del tanque, en m.

Ks = Coeficiente del primer modo de onda.

Por lo tanto;

s

RESUMEN DE DATOS A INGRESAR A AMETank PARA EL M TODO API 650- S ite Specific";

1. Seismic Use Group (SUG):2. Seismic S ite Classificatin:3. Q (Factor de Escala): DATO POR EL CLIENTE

4. Rwi (Impulsiva):5. Rwc (Convectiva):6. Importance Factor:7. Sai : g DATO POR EL CLIENTE8. Sac : g

421

0.580

8. Sac = 0.255Tconv = 2.880

0.30.255

ID

0.66

. 4 ., =1.5 1

. > 4 ., =6 1

2

DKTsconv

8.1=

=

D

HTanh

Ks68.3

578.0


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6.0 ANL ISIS POR VIENTO

De acuerdo a Bases de Usuario, se introdujeron los siguientes datos.

Figura 3. Datos de viento para el sof tware AMETank.

7.0 METODOLOGA DE CLCULO

7.1 SUMMARY OF DESIGN DATA AND REMARKS

Job : DCPA-SO-SCAR-SAR-GOMT-E-15-14

Date of Calcs. : 18-ENE-16Mfg. or Insp. Date :Plant : PURCHASER DESCRIPTION CITY AND STATEPlant Location : TAR PEROTE 677Site : PEROTE, VERACRUZDesign Basis : API-650 12th Edition, March 2013

7.2 TANK NAMEPLATE INFORMATION

Pressure Combination Factor 0.4

Design StandardAPI-650 12th Edition, March 2013Appendices Used E, F

Roof A283M-C : 11.1 mmShell (1) A283M-C : 7.9 mmShell (2) A283M-C : 6.35 mmShell (3) A283M-C : 6.35 mmShell (4) A283M-C : 6.35 mmBottom A283M-C : 9.5 mm


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Design Internal Pressure = 0.4 KPa or 40.7924 mmh2oDesign External Pressure = -0 KPa or -0 mmh2o

MAWP = 7.936 KPa or 809.3269 mmh2oMAWV = -0.6361 KPa or -64.8714 mmh2o

D of Tank = 7.62 mOD of Tank = 7.6358 mID of Tank = 7.62 mCL of Tank = 7.6279 mShell Height = 7.3152 mS.G of Contents = 0.789

Max Liq. Level = 6.035 mMin Liq. Level = 0.609 mDesign Temperature = 93 CTank Joint Efficiency = 0.85Ground Snow Load = 0 KPaRoof Live Load = 1 KPaAdditional Roof Dead Load = 0 KPaBasic Wind Velocity = 180 kphWind Importance Factor = 1

Using Seismic Method: API-650 - Site Specific

DESIGNER REMARKSTANQUE DE ALMACENAMIENTO DE ETANOL ANHIDRO.TV-368 / TV-369

7.3 SUMMARY OF SHELL RESULTS

Shell #

Width(mm)

Material

CA(mm

)JE

MinYield

Strength (MPa)

TensileStrength (MPa)

Sd(MPa

)

St(MPa

)

Weight (N)

Weight CA

(N)

t-minErection (mm)

t-Des(mm)

t-Test(mm)

t-minSeismic (mm)

t-minExt-

Pe(mm

)

t-min

(mm)

t-Actua

l(mm)

Status

1 1828.8

A283M-C 3.2

0.85 205 380 137 15426,56915,813 6

4.4332

1.3905 3.8732 NA 6 7.9 OK

2 1828.8

A283M-C 3.2

0.85 205 380 137 15421,36010,600 5 4.04

0.9471 3.5853 NA 5 6.35 OK

3 1828.8

A283M-C 3.2

0.85 205 380 137 15421,36010,600 5

3.6467

0.5037 3.4073 NA 5 6.35 OK

4 1816.8

A283M-C 3.2

0.85 205 380 137 15421,22010,531 5

3.2535

0.0603 3.2347 NA 5 6.35 OK

Total Weight of Shell = 90,511.2095 N


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CONE ROOF

Plates Material = A283M-Ct.required = 10.5143 mmt.actual = 11.1 mmRoof corrosion allowance = 1.6 mmRoof Joint Efficiency = 0.85Plates Overlap Weight = 1,242.0931 NPlates Weight = 39,897.4639 N

Bottom Type : Pie Plates

Bottom Material = A283M-Ct.required = 9.2 mmt.actual = 9.5 mmBottom corrosion allowance = 3.2 mmBottom Joint Efficiency = 0.85Total Weight of Bottom = 34,342.2733 N

ANCHOR BOLT : (8) M64 mm UNC Bol ts , A36M

TOP END STIFFENER : Detail B

Size = l50x50x8

Material = A36MWeight = 1,375.0141 N

7.4 SELF SUPPORTED CONICAL ROOF

A = Actual Part. Area of Roof-to-shell Juncture per API-650 (cm^2)A-min = Minimum participating area (cm^2) per API-650 5.10.5.2a-min-A = Minimum participating area due to full design pressure per API-650 F.5.1 (cm^2)a-min-Roof = Minimum participating area per API-650 App. F.5.2 (cm^2)Add-DL = Added Dead load (kPa)Alpha = 1/2 the included apex angle of cone (degrees)Ap = Projected Area of Roof for wind moment (m^2)Ap-Vert = Vertical Projected Area of Roof (m^2)Aroof = Contributing Area due to roof plates (cm^2)Ashell = Contributing Area due to shell plates (cm^2)CA = Roof corrosion allowance (mm)D = Tank Nominal Diameter per API-650 5.6.1.1 Note 1 (m)density = Density of roof (kg/mm3)DL = Dead load (kPa)e.1b = Gravity Roof Load (1) - Balanced (kPa)e.1u = Gravity Roof Load (1) - Unbalanced (kPa)e.2b = Gravity Roof Load (2) - Balanced (kPa)e.2u = Gravity Roof Load (2) - Unbalanced (kPa)Fp = Pressure Combination FactorFy = smallest of the yield strength (MPa)


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Fy-roof = Minimum yield strength for shell material (Table 5-2a) (MPa)Fy-shell = Minimum yield strength for shell material (Table 5-2a) (MPa)Fy-stiff = Minimum yield strength for stiffener material (Table 5-2a) (MPa)hr = Roof height (m)ID = Tank Inner Diameter (m)Insulation = Roof Insulation (m)JEr = Roof joint efficiencyJEs = Top shell course joint efficiencyJEst = Roof comp. ring joint efficiencyLr = Entered Roof Live Load (kPa)Lr-1 = Computed Roof Live Load, including External PressureMax-f = Intermediate variable for calculating max roof load due to roof actual thickness

Max-p = Max Roof Load due to participating Area (kPa)Max-T1 = Max roof load due to roof actual thickness (kPa)ME = per API 650 App. M.5.1Net-Uplift = Uplift due to internal pressure minus nominal weight of shell, roof and attached framing (N), perAPI-650 F.1.2P-ext-1 = Max external pressure due to roof actual thickness (kPa)P-ext-2 = Max external pressure due to roof shell joint area (kPa)P-F41 = Max design pressure limited by the roof-to-shell joint (kPa)P-F42 = Max design pressure due to Uplift per API-650 F.4.2 (kPa)P-F51 = Max design pressure reversing a-min-A calculation (kPa)P-max-ext = Total max external pressure due to roof actual thickness (kPa)P-max-ext-T = Total max external pressure due to roof actual thickness and roof participating area (kPa)P-max-internal = Maximum design pressure and test procedure per API-650 F.4, F.5. (kPa)

P-Std = Max pressure pressure allowed per API-650 App. F.1 & F.7 (kPa)P-weight = Dead load of roof plate (kPa)Pe = External Pressure (kPa)Pr = Total design external pressure (kPa)pt = Roof cone pitch (mm) rise per 12 (mm)R = Roof horizontal radius (m)R2 = Length of the normal to the roof, measured from the vertical centerline of the tank (mm)Ra = Roof surface area (cm^2)Rc = Inside Radius of tank shell (mm)Roof Plates Weight = Weight of roof plates (N)Roof-wc = Weight corroded of roof plates (N)S = Ground Snow Load per ASCE 7-05 Fig 7-1 (kPa)Sb = Balanced Design Snow Load per API-650 Section 5.2.1.h.1 (kPa)Shell-wc = Weight corroded of shell (N)Su = Unbalanced Design Snow Load per API-650 Section 5.2.1.h.2 (kPa)T = Balanced Roof Design Load per API-650 Appendix R (kPa)t-actual = Actual roof thickness (mm)t-calc = Minimum nominal roof plates thickness per API-650 Section 5.10.5.1 (mm)Theta = Angle of cone to the horizontal (degrees)U = Unbalanced Roof Design Load per API-650 Appendix R (kPa)Wc = Maximum width of participating shell per API-650 Fig. F-2 (mm)Wh = Maximum width of participating roof per API-650 Fig. F-2 (mm)Xw = Moment Arm of UPLIFT wind force on roof (m)

Note: Tank Pressure Combination Factor Fp = 0.4


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D = 7.62 mID = 7.62 mCA = 1.6 mmhr = 0.6385 mR = 3.8309 mFp = 0.4JEr = 0.85JEs = 0.85JEst = 0.85Insulation = 0 mAdd-DL = 0 kPa

Lr = 1 kPaS = 0 kPaSb = 0 kPaSu = 0 kPadensity = 0.000007841 kg/mm3P-weight = 0.8749 KPaPe = 0 kPapt = 2 mm rise per 12 mmt-actual = 11.1 mmME = 1Fy-roof = 205 MPaFy-shell = 205 MPaFy-stiff = 250 MPa

DL = Insulation + P-weight + Add-DLDL = 0 + 0.8749 + 0DL = 0.8749 kPa

Roof Loads per API-650 5.2.2

e.1b = DL + MAX(Sb , Lr) + (0.4 * Pe)e.1b = 0.8749 + MAX(0 , 1) + (0.4 * 0)e.1b = 1.8749 kPa

e.2b = DL + Pe + (0.4 * MAX(Sb , Lr))e.2b = 0.8749 + 0 + (0.4 * MAX(0 , 1))e.2b = 1.2749 kPa

T = MAX(e.1b , e.2b)T = MAX(1.8749 , 1.2749)T = 1.8749 kPa

e.1u = DL + MAX(Su , Lr) + (0.4 * Pe)e.1u = 0.8749 + MAX(0 , 1) + (0.4 * 0)e.1u = 1.8749 kPa

e.2u = DL + Pe + (0.4 * MAX(Su , Lr))e.2u = 0.8749 + 0 + (0.4 * MAX(0 , 1))e.2u = 1.2749 kPa


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U = MAX(e.1u , e.2u)U = MAX(1.8749 , 1.2749)U = 1.8749 kPa

Lr-1 = MAX(T , U)Lr-1 = MAX(1.8749 , 1.8749)Lr-1 = 1.8749 kPa

Theta = TAN^-1 (pt/12)Theta = TAN^-1 (2/12)Theta = 9.4623 degrees

Alpha = 90 - ThetaAlpha = 90 - 9.4623Alpha = 80.5377 degrees

Rc = ID/2Rc = 7620/2Rc = 3810 mm

R2 = Rc/SIN(Theta)R2 = 3810/SIN(9.4623)R2 = 23,175.3252 mm

Weight, Surface Area, and Project Areas of RoofAp-Vert = D^2 * TAN(Theta)/4Ap-Vert = 7.62^2 * TAN(9.4623)/4Ap-Vert = 2.4193 m^2

Horizontal Projected Area of Roof per API-650 5.2.1.f

Xw = D * 0.5Xw = 7.62 * 0.5Xw = 3.81 m

Ap = PI * (D/2)^2Ap = PI * (7.62/2)^2Ap = 45.6036 m^2

Ra = PI * R * SQRT(R^2 + hr^2)Ra = PI * 3.8309 * SQRT(3.8309^2 + 0.6385^2)Ra = 467,401.1522 cm^2 or 46.7401 m^2

Roof Plates Weight = density * Ra * t-actualRoof Plates Weight = 0.000007841 * 467,401.1522 * 11.1Roof plates Weight = 39,897.4639 N

Minimum Thickness of Roof Plate Section 5.10.5.1


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t-calc = MAX((D/(4.8 * SIN(Theta)) * SQRT(T/2.2)) + CA , (D/(* 5.5 SIN(Theta))) * SQRT(U/2.2) * CA , 5)t-calc = MAX(7.62/(4.8 * SIN(9.4623)) * SQRT(1.8749/2.2)) + 1.6 , (7.62/(* 5.5 SIN(9.4623))) *SQRT(1.8749/2.2) * 1.6) , 5t-calc = 10.5143 mm

Max-f = 4.8 * SIN(Theta) * (t-actual - CA)/ME/DMax-f = 4.8 * SIN(9.4623) * (11.1 - 1.6)/1/7.62Max-f = 0.9838

Max-T1 = Max-f^2 * 45Max-T1 = 0.9838^2 * 45Max-T1 = 2.1293 kPa

P-ext-1 = -(Max-T1 - DL - MAX(S , Lr)) / FpP-ext-1 = -(2.1293 - 0.8749 - MAX(0 , 1)) / 0.4P-ext-1 = -0.6361 kPa

P-max-ext = -0.6361 kPa

TOP MEMBER DESIGNCA_roof (Thickness of roof plate) = 1.6 mmCA_shell (Thickness of shell plate) = 3.2 mmD (Shell nominal diameter) = 7.6279 mID (Shell inside diameter) = 7.62 m

Theta angle (Angle between the roof and a horizontal plane at the roof-to-shell junction) = 9.4623 degtc (Thickness of shell plate) = 6.35 mmth (Thickness of roof plate) = 11.1 mm

Shell ins ide radiusRc = ID / 2 = 7620.0 / 2 = 3810.0 mm

Shell nominal diameter (D) = 7.6279 m

Length of normal to roofR2 = Rc / SIN(Theta angle) = 3810.0 / SIN(9.4623) = 23175.3252 mm

Thickness of corroded roof plateth_corroded = th - CA_roof = 11.1 - 1.6 = 9.5 mm

Thickness of corroded shell platetc_corroded = tc - CA_shell = 6.35 - 3.2 = 3.15 mm

CA_stiff > 0

Note: The calculation does not take into account the stiffener corrosion allowance, make sure to pick astiffener size that make up the difference in the thicknesses (corroded vs nominal).

Maximum width of participating roofAPI-650 Figure F-2Wh = MIN((0.3 * SQRT((R2 * th_corroded))) , 300)

= MIN((0.3 * SQRT((23175.3252 * 9.5))) , 300)


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= 140.7654 mm

Maximum wid th of participating shellAPI-650 Figure F-2Wc = 0.6 * SQRT((Rc * tc_corroded)) = 0.6 * SQRT((3810.0 * 3.15)) = 65.7308 mm

Nominal weight of shell plates and framingDLS = Ws + W_framing = 90511.2095 + 1337.0416 = 91848.2511 N

Nominal weight of roof plates and attached structuralDLR = Wr + W_structural = 39897.464 + 16864.7513 = 56762.2153 N

Compression Ring Detail b Properties

ID (Shell inside diameter) = 7.62 mSize (Compression ring size) = l50x50x8Wc (Length of contributing shell) = 65.7308 mmWh (Length of contributing roof) = 140.7654 mmh (Top angle to top shell distance) = 3.15 mmtc (Thickness of shell plate) = 3.15 mmth (Thickness of roof plate) = 9.5 mm

Angle vertical leg size (l_vert) = 50 mmAngle horizontal leg size (l_horz) = 50 mmAngle thickness (t_angle) = 8.0 mmAngle area (A_angle) = 741.0 mm^2

Angle centroid (c_angle) = 15.2 mmAngle moment of inertia (I_angle) = 163000.0 mm^4

Length of contributing shell reduced wc_reduced = Wc - h = 65.7308 - 3.15 = 62.5808 mm

Contributing shell moment of inertiaI_shell = (wc_reduced * (tc_corroded^3)) / 12

= (62.5808 * (3.15^3)) / 12= 163.0015 mm^4

Contributing shell areaA_shell = wc_reduced * tc_corroded = 62.5808 * 3.15 = 197.1296 mm^2

Contributing roof areaA_roof = Wh * th_corroded = 140.7654 * 9.5 = 1337.2715 mm^2

Detail total areaA_detail = A_shell + A_roof + A_angle

= 197.1296 + 1337.2715 + 741.0= 2275.401 mm^2

Find combined moment of inertia about shell inside axis with negative value toward center


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Description Variable Equation Value UnitShell centroid d_shell tc_corroded / 2 1.5750 mmStiffener centroid d_stiff c_angle + tc_corroded 18.3500 mmmoment of inertia of firstbody I_1 I_angle + (A_angle * (d_stiff^2)) 412511.3725mm^4

moment of inertia of secondbody I_2 I_shell + (A_shell * (d_shell^2)) 652.0060 mm^4

Total area A_sum A_angle + A_shell 938.1296 mm^2Sum of moments of inertia's I_sum I_1 + I_2 413163.3785mm^4

Combined centroid c_combined ((d_stiff * A_angle) + (d_shell *A_shell)) / (A_angle + A_shell) 14.8251 mm

Combined moment ofinertia I_combined I_sum - (A_sum * (c_combined^2)) 206978.9491mm^4

Distance from neutral axisto edge 1 (inside) e1 c_combined 14.8251 mm

Distance from neutral axisto edge 2 (outside) e2 (tc_corroded + l_horz) - e1 38.3249 mm

Combined stiffener shellsection modulus S I_combined / MAX(e1 , e2) 5400.6336 mm^3

Roof Design Requirements

Least allow able tensile stress for the materials in the roof-to-shell joint Fa = 0.6 * Fy = 0.6 * 205 = 123.0 MPa

Compression region required area for self supported cone roofAPI-650 5.10.5.2A_roof = (p * (D^2)) / (8 * Fa * TAN(Theta angle))

= (1874.8739 * (7.6279^2)) / (8 * 123.0 * TAN(9.4623))= 665.1785 mm^2

A_actual >= A_roof ==> Compression region actual cross sectional area is sufficient.

Maximum allowable load for the actual resisting areaAPI-650 5.10.5.2Max-p = (A_actual / (D^2)) * 8 * Fa * TAN(Theta angle)

= (2275.401 / (7.6279^2)) * 8 * 123.0 * TAN(9.4623)= 6413.4516 Pa

Appendix F Requi rements

A_actual (Area resisting compressive force) = 2275.401 mm^2D (Tank nominal diameter) = 7.6279 mDLR (Nominal weight of roof plates and attached structural) = 56762.2153 NDLS (Nominal weight of shell plates and framing) = 91848.2511 NFy (Minimum specified yield-strength of the materials in the roof-to-shell junction) = 205 MPaID (Tank inside diameter) = 7.62 m


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Mw (Wind moment) = 381923.2178 N.mP (Design pressure) = 0.4 kPaTheta angle (Angle between the roof and a horizontal plane at the roof-to-shell junction) = 9.4623 degW_framing (Weight of framing supported by the shell and roof) = 1337.0416 NW_structural (Weight of roof attached structural) = 16864.7513 NWr (Roof plates weight) = 39897.464 NWs (Shell plates weight) = 90511.2095 N

Uplift due to internal pressureAPI-650 F.1.2P_uplift = P * pi * ((ID^2) / 4) = 400.0 * pi * ((7.62^2) / 4) = 18241.4692 N

Tank design does not have to meet App. F requirements.

Maximum allowable internal pressure for the actual resisting areaAPI 650 F.5.1P_F51 = ((Fy * TAN(Theta angle) * A_actual) / (200 * (D^2))) + ((0.00127 * DLR) / (D^2))

= ((205 * TAN(9.4623) * 2275.401) / (200 * (7.6279^2))) + ((0.00127 * 56762.2153) / (7.6279^2))= 7.9196 kPa

Maximum allowable internal pressureP_max_internal = MIN(P_std , P_F51) = MIN(18 , 7.9196) = 7.9196 kPa

Maximum allowable external pressure

P-ext-2a = -(Max-p - DL - MAX(S , Lr)) / FpP-ext-2a = -(6.4135 - 0.8749 - MAX(0 , 1)) / 0.4P-ext-2a = -11.3464 kPa

P-ext-2b = -(Max-p - DL - Fp * MAX(S , Lr))P-ext-2b = -(6.4135 - 0.8749 - 0.4 * MAX(0 , 1))P-ext-2b = -5.1386 kPa

P-ext-2 = MAX (P-ext-2a , P-ext-2b)P-ext-2 = MAX (-11.3464 ,-5.1386)P-ext-2 = -5.1386 kPa

P-max-ext-T = MAX(P-ext-1 , P-ext-2)P-max-ext-T = MAX(-0.6361 , -5.1386)P-max-ext-T = -0.6361 kPa

7.5 SUMMARY OF ROOF RESULTS

Material = A283M-Ct-actual = 11.1 mmt-cone = 10.5143 mmP-Max-Internal = 7.9196 kPaP-Max-External = -0.6361 kPaRoof Plates Weight = 39,897.4639 N


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7.6 SHELL COURSE DESIGN (BOTTOM COURSE IS #1)

API-650 ONE FOOT METHOD

D = Tank Nominal diameter (m) per API-650 5.6.1.1 Note 1H = Max liquid level (m)I-p = Design internal pressure (kPa)L = FactorI-p = 0.4 kPaD = 7.62 mH = 6.035 m

L = (500 * D (t-1 - Ca-1))^0.5L = (500 * 7.62 (7.9 - 3.2))^0.5 = 133.817

Course # 1

Ca-1 = Corrosion allowance per API-650 5.3.2 (mm)G = Design specific gravity of the liquid to be storedH' = Effective liquid head at design pressure (m)hmax-1 = Max liquid level based on shell thickness (m)JE = Joint efficiencypmax-1 = Max pressure at design (kPa)pmax-int-shell-1 = Max internal pressure at design (kPa)Sd = Allowable design stress for the design condition per API-650 Table 5-2b (MPa)

St = Allowable stress for the hydrostatic test condition per API-650 5.6.2.2 (MPa)t-1 = Shell actual thickness (mm)t-calc-1 = Shell thickness design condition td (mm)t-seismic-1 = See E.6.2.4 table in SEISMIC calculations.t-test-1 = Shell thickness hydrostatic test condition (mm)

Material = A283M-CWidth = 1.8288 mCa-1 = 3.2 mmJE = 0.85t-1 = 7.9 mmSd = 137 MPaSt = 154 MPa

Design Condit ion G = 0.789 (per API-650)

H' = HH' = 6.035H' = 6.035 m

t-calc-1 = (4.9 * D * (H' - 0.3) * G)/Sd + Ca-1 (per API-650 5.6.3.2)t-calc-1 = (4.9 * 7.62 * (6.035 - 0.3) * 0.789)/137 + 3.2t-calc-1 = 4.4332 mm

hmax-1 = Sd * (t-1 - CA-1)/(2.6 * D * G) + 1hmax-1 = 137 * (7.9 - 3.2)/(2.6 * 7.62 * 0.789) + 1


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hmax-1 = 22.1568 m

pmax-1 = (hmax-1 - H) * 9.8 * Gpmax-1 = (22.1568 - 6.035) * 9.8 * 0.789pmax-1 = 124.6566 kPa

pmax-int-shell-1 = pmax-1pmax-int-shell-1 = 124.6566 kPa

Hydrostatic Test Condition G = 1

H' = HH' = 6.035H' = 6.035 m

t-test-1 = (* 4.9 D (H' - 0.3))/Stt-test-1 = (* 4.9 7.62 (6.035 - 0.3))/154t-test-1 = 1.3905 mm

Course # 2

Ca-2 = Corrosion allowance per API-650 5.3.2 (mm)G = Design specific gravity of the liquid to be storedH' = Effective liquid head at design pressure (m)

hmax-2 = Max liquid level based on shell thickness (m)JE = Joint efficiencypmax-2 = Max pressure at design (kPa)pmax-int-shell-2 = Max internal pressure at design (kPa)Sd = Allowable design stress for the design condition per API-650 Table 5-2b (MPa)St = Allowable stress for the hydrostatic test condition per API-650 5.6.2.2 (MPa)t-2 = Shell actual thickness (mm)t-calc-2 = Shell thickness design condition td (mm)t-seismic-2 = See E.6.2.4 table in SEISMIC calculations.t-test-2 = Shell thickness hydrostatic test condition (mm)


Design Condit ion G = 0.789 (per API-650)

H' = HH' = 4.2062H' = 4.2062 m

t-calc-2 = (4.9 * D * (H' - 0.3) * G)/Sd + Ca-2 (per API-650 5.6.3.2)


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t-calc-2 = (4.9 * 7.62 * (4.2062 - 0.3) * 0.789)/137 + 3.2t-calc-2 = 4.04 mm

hmax-2 = Sd * (t-2 - CA-2)/(2.6 * D * G) + 1hmax-2 = 137 * (6.35 - 3.2)/(2.6 * 7.62 * 0.789) + 1hmax-2 = 14.9503 m


pmax-int-shell-2 = MIN(pmax-int-shell-1 pmax-2)

pmax-int-shell-2 = MIN(124.6566 83.0752)pmax-int-shell-2 = 83.0752 kPa


H' = HH' = 4.2062H' = 4.2062 m


Course # 3Ca-3 = Corrosion allowance per API-650 5.3.2 (mm)G = Design specific gravity of the liquid to be storedH' = Effective liquid head at design pressure (m)hmax-3 = Max liquid level based on shell thickness (m)JE = Joint efficiencypmax-3 = Max pressure at design (kPa)pmax-int-shell-3 = Max internal pressure at design (kPa)Sd = Allowable design stress for the design condition per API-650 Table 5-2b (MPa)St = Allowable stress for the hydrostatic test condition per API-650 5.6.2.2 (MPa)t-3 = Shell actual thickness (mm)t-calc-3 = Shell thickness design condition td (mm)t-seismic-3 = See E.6.2.4 table in SEISMIC calculations.t-test-3 = Shell thickness hydrostatic test condition (mm)


Design Condi tion G = 0.789 (per API-650)


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H' = HH' = 2.3774H' = 2.3774 m




pmax-int-shell-3 = MIN(pmax-int-shell-2 pmax-3)pmax-int-shell-3 = MIN(83.0752 97.2159)pmax-int-shell-3 = 83.0752 kPa


H' = HH' = 2.3774H' = 2.3774 m


Course # 4

Ca-4 = Corrosion allowance per API-650 5.3.2 (mm)G = Design specific gravity of the liquid to be storedH' = Effective liquid head at design pressure (m)hmax-4 = Max liquid level based on shell thickness (m)JE = Joint efficiencypmax-4 = Max pressure at design (kPa)pmax-int-shell-4 = Max internal pressure at design (kPa)Sd = Allowable design stress for the design condition per API-650 Table 5-2b (MPa)St = Allowable stress for the hydrostatic test condition per API-650 5.6.2.2 (MPa)t-4 = Shell actual thickness (mm)t-calc-4 = Shell thickness design condition td (mm)t-seismic-4 = See E.6.2.4 table in SEISMIC calculations.t-test-4 = Shell thickness hydrostatic test condition (mm)

Material = A283M-CWidth = 1.8168 mCa-4 = 3.2 mmJE = 0.85t-4 = 6.35 mm


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Sd = 137 MPaSt = 154 MPa

Design Condi tion G = 0.789 (per API-650)

H' = HH' = 0.5486H' = 0.5486 m




pmax-int-shell-4 = MIN(pmax-int-shell-3 pmax-4)pmax-int-shell-4 = MIN(83.0752 111.3565)pmax-int-shell-4 = 83.0752 kPa

Hydrostatic Test Condition G = 1H' = HH' = 0.5486H' = 0.5486 m



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7.7 SUMMARY OF SHELL RESULTS

t-min-Seismic = See API-650 E.6.1.4, table in SEISMIC calculations.Shell API-650 Summary (Bottom is 1)

Shell #

Width(mm)

Material

CA(mm

)JE

MinYield

Strength (MPa)

TensileStrength (MPa)

Sd(MPa

)

St(MPa

)

Weight (N)

Weight CA

(N)

t-minErection (mm)

t-Des(mm)

t-Test(mm)

t-minSeismic (mm)

t-minExt-

Pe(mm

)

t-min

(mm)

t-Actua

l(mm)

Status

1 1828.8

A283M-C 3.2

0.85 205 380 137 15426,56915,813 6

4.4332

1.3905 3.8732 NA 6 7.9 OK

2 1828.8

A283M-C 3.2

0.85 205 380 137 15421,36010,600 5 4.04

0.9471 3.5853 NA 5 6.35 OK

3 1828.8

A283M-C 3.2

0.85 205 380 137 15421,36010,600 5

3.6467

0.5037 3.4073 NA 5 6.35 OK

4 1816.8

A283M-C 3.2

0.85 205 380 137 15421,22010,531 5

3.2535

0.0603 3.2347 NA 5 6.35 OK

Total Weight = 90,511.2095 N

7.8 INTERMEDIATE STIFFENER CALCULATIONS PER API-650 SECTION 5.9.7

D = Nominal diameter of the tank shell (m)Hu = Vertical Distance Between the Intermediate Stiffener (Per API-650 5.9.7) (m)L_act = Actual Transform Height Spacing between Stiffeners (m)L_0 = Uniform Maximum Transform Height Spacing between Stiffineres (m)V = Design wind speed (km/h)Wtr = Transposed width of each shell course (m)Zi = Required Intermediate Stiffener Section Modulus (per API-650 5.9.6.1) (cm^3)Zi-actual = Actual Top Comp Ring Section Modulus (cm^3)

D = 7.62 mV = 180 km/h

ME = 1

Hu = ME * 9.47 * tsmin * (SQRT (tsmin / D)^3) * (190 / V)^2Hu = 1 * 9.47 * 6.35 * (SQRT (6.35 / 7.62)^3) * (190 / 180)^2Hu = 50.9699 m (Maximum Height of Unstiffened Shell)

Transforming courses (1) to (4)

Wtr = Course-width * (SQRT (t-uniform / t-course)^5)Wtr-1 = 1.8288 * (SQRT (6.35 / 7.9)^5) = 1.0593 mWtr-2 = 1.8288 * (SQRT (6.35 / 6.35)^5) = 1.8288 m


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Wtr-3 = 1.8288 * (SQRT (6.35 / 6.35)^5) = 1.8288 mWtr-4 = 1.8168 * (SQRT (6.35 / 6.35)^5) = 1.8168 m

Wtr = SUM(Wtr-n)Wtr = 6.5337 m

For uniformly spaced stiffeners

L_0 = Hts/# of Stiffeners + 1L_0 = 6.5337/(0 + 1)L_0 = 6.5337 m

L_act = WrtL_act = 6.5337 m

Number of Intermediate Stiffeners Sufficient Since Hu >= L_act

SUMMARY OF SHELL STIFFENING RESULTSNumber of Intermediate stiffeners req'd (NS) = 0

7.9 FLAT BOTTOM: NON ANNULAR PLATE DESIGN

Ba = Area of bottom (cm^2)Bottom-OD = Bottom diameter (m)

c = Factorca-1 = Bottom (1st) shell course corrosion allowance (mm)Ca-bottom = Bottom corrosion allowance (mm)D-bottom = Density of bottom (kg/mm3)G = Design specific gravity of the liquid to be storedH = Max liquid level (m)H' = Effective liquid head at design pressure (m)JE = Bottom joint efficiencyS = Maximum Stress in first shell course per API 650 Table 5.1.aS1 = Product stress in the first shell course per API 650 Table 5.1.aS2 = Hydrostatic test stress in the first shell course per API 650 Table 5.1.at-1 = Bottom (1st) shell course thickness (mm)t-actual = Actual bottom thickness (mm)t-calc = Minimum nominal bottom plates thickness per API-650 5.4.1 (mm)t-min = Minimum nominal bottom plates thickness per API-650 5.4.1 (mm)t-test-1 = Bottom (1st) shell course test thickness (mm)t-vac = Vacuum calculations per ASME section VIII Div. 1 (mm)td-1 = Bottom (1st) shell course design thickness (mm)

Material = A283M-Ct-actual = 9.5 mm

t-min = 6.0 + Ca-bottomt-min = 6.0 + 3.2t-min = 9.2 mm


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t-calc = t-mint-calc = 9.2 mm

Calculation of Hydrostatic Test Stress & Product Stress (per API-650 Section 5.5.1)

Bottom-OD = 7.7364 mJE = 0.85D-bottom = 0.00000784 kg/mm3t-1 = 7.9 mmca-1 = 3.2 mmG = 0.789

H = 6.035 mH' = 6.035 mSt = 154 MPaSd = 137 MPaCa-bottom = 3.2 mm

Product stress in first shell course

S1 = ((td-1 - ca-1) / (t-1 - ca-1)) * SdS1 = ((4.4332 - 3.2) / (7.9 - 3.2)) * 137S1 = 35.947 MPa

Hydrostatic test stress in first shell course

S2 = (t-test-1 / t-1) * StS2 = (1.3905 / 7.9) * 154S2 = 27.1054 MPa

S = Max (S1, S2)S = Max (35.947 , 27.1054)S = 35.947 MPa

ABS(E-p) < P-btm Then there is no uplift

7.10 SUMMARY OF BOTTOM RESULTS

Material = A283M-Ct-actual = 9.5 mmt-req = 9.2 mm

NET UPLIFT DUE TO INTERNAL PRESSURE

Net-Uplift = 0 N, (See roof report for calculations)

7.11 WIND MOMENT (PER API-650 SECTION 5.11)


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A = Area resisting the compressive force, as illustrated in Figure F.1P-F41 = Design pressure determined in F.4.1P-v = Internal pressure

Wind Velocity Specified By Purchaser(3-sec gust based on a 2 % annual probability of being exceeded [50-year mean recurrence interval])

V_entered = 180 kphVs (Wind Velocity) = V_entered = 180 kph

Vf = (Vs / 190)^2

Vf = (180 / 190)^2Vf (Velocity Factor) = 0.8975

PWS = 0.86 * VfPWS = 0.7718 kPa

PWR = 1.44 * VfPWR = 1.2924 kPa

API-650 5.2.1.k Upli ft Check

P-F41 = (A * Fy * TAN(Theta))/(200 * D^2) + (0.00127 * DLR)/D^2P-F41 = (2275.4 * 205 * TAN(9.4623))/(200 * 7.62^2) + ((0.00127 * 56762) / 7.62^2)

P-F41 = 7.9361 kPaWind-Uplift = MIN(PWR , (1.6 * P-F41 - Pv))Wind-Uplift = MIN(1.2924 , 12.2977)Wind-Uplift = 1.2924 kPa

Ap-Vert (Vertical Projected Area of Roof) = 2.4193 m^2

Horizontal Projected Area of Roof (Per API-650 5.2.1.f)

Xw (Moment Arm of UPLIFT wind force on roof) = 3.81 mAp (Projected Area of roof for wind moment) = 45.6037 m^2

M-roof (Moment Due to Wind Force on Roof) = Wind-Uplift * Ap * XwM-roof = (1,292.41 * 45.6037 * 3.81)M-roof = 224,556 N-m

Xs (Height from bottom to the Shell's center of gravity) = Shell Height/2Xs = (7.3152/2)Xs = 3.6576 m

As (Projected Area of Shell) = Shell Height * (D + 2 * t-ins)As = 7.3152 * (7.62 + 2 * 0)As = 55.7418 m^2

M-Shell (Moment Due to Wind Force on Shell) = (PWS * As * (Shell Height / 2))


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M-Shell = (0.7718 * 55.7418 * (7.3152 / 2))M-Shell = 157,367 N-m

Mw (Wind moment) = M-roof + M-shellMw = 224,556 + 157,367Mw = 381,923.2178 N-m

7.12 RESISTANCE TO OVERTURNING (PER API-650 5.11.2)

DLR = Nominal weight of roof plate plus weight of roof plates overlap plus any attached structural.DLS = Nominal weight of the shell and any framing (but not roof plates) support by the shell and roof.

F-friction = Maximum of 40% of weight of tankMDL = Moment about the shell-to-bottom joint from the nominal weight of the shellMDLR = Moment about the shell-to-bottom joint from the nominal weight of the roof plate plus any attachedstructural.MF = Stabilizing moment due to bottom plate and liquid weightMPi = Destabilizing moment about the shell-to-bottom joint from design pressureMw = Destabilizing wind momenttb = Bottom plate thickness less C.A.wl = Circumferential loading of contents along shell-to-bottom joint

An unanchored tank must meet these three cri ter ia:

Mw = 381,923 m-N

DLS = 91,848.2511 NDLR = 56,762.2153 N

MPi = P * (Pi * D^2 / 4) * (D / 2)MPi = 0.4 * (3.1416 * 7.62^2 / 4) * (7.62 / 2)MPi = 69.5 m-N

MDL = DLS * (D/2)MDL = 91,848.2511 * 7.62/2MDL = 349,942 N-m

MDLR = DLR * (D/2)MDLR = 56,762.2153 * 7.62/2MDLR = 216,264 N-m

tb = 6.3 mm

wl-min-liq = 59 * tb * SQRT(fy-btm * H-min-liq)wl-min-liq = 59 * 6.3 * SQRT(205 * 0.609)wl-min-liq = 4,153.155 N/m

wl = (min [59 * tb * SQRT(fy-btm * H-liq)] [140.8 * H-liq * D])wl = (min [59 * 6.3 * SQRT(205 * 6.035)] [140.8 * 6.035 * 7.62])wl = 6,474.9273 N/m

MF = (D/2) * wl * Pi * D


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MF = 3.81 * 6,474.9273 * 3.1416 * 7.62MF = 590,561 m-N

MF-min-liq = (D/2) * wl-min-liq * Pi * DMF-min-liq = 3.81 * 4,153.155 * 3.1416 * 7.62MF-min-liq = 378,798 m-NCriteria 1

0.6 * Mw + MPi < (MDL + MF-min-liq) / 1.5 + MDLR0.6 * 381,923 + 69.5 < (349,942 + 378,798) / 1.5 + 216,264Since 229,223 < 702,091, Tank is stable

Criteria 2

Mw + Fp * MPi < (MDL + MF) / 2 + MDLR381,923 + 0.4 * 69.5 < (349,942 + 590,561) / 2 + 216,264Since 381,951 < 686,516, Tank is stable

Criteria 3

M-shell + Fp * Mpi < MDL /1.5 + MDLR157,366.9921 + 0.4 * 69.5 < 349,942 / 1.5 + 216,264Since 157,395 < 449,559, Tank is stable

7.13 RESISTANCE TO SLIDING (PER API-650 5.11.4)

F-wind = Vf * 18 * AsF-wind = 0.8975 * 18 * 55.7418F-wind = 41,734 N

F-friction = 0.4 * [(W-roof-corroded * g) + (W-shell-corroded * g) + (W-btm-corroded * g) + (W-roof-struct * g)+ (W-min-liquid * g)]F-friction = 0.4 * [(3,481.9717 * 9.8) + (4,848.3676 * 9.8) + (2,322.3374 * 9.8) + (0 * 9.8) + (21,913 * 9.8)]F-friction = 127,743 N

No anchorage needed to resist sliding sinceF-friction > F-wind

Anchorage Requi rement

Tank does not require anchorage


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7.14 SITE GROUND MOTION CALCULATIONS

Af (Acceleration Coefficient for Sloshing Wave Height) = 0.099Anchorage_System (Anchorage System) = mechanically anchoredAv (Vertical Ground Acceleration Coefficient) = 0.0924D (Nominal Tank Diameter) = 7.62 mH (Maximum Design Product Level) = 6.035 mI (Importance Factor) = 1.0K (Spectral Acceleration Adjustment Coefficient) = 1.5

Q (MCE to Design Level Scale Factor) = 0.66Rwc (Convective Force Reduction Factor) = 2Rwi (Impulsive Force Reduction Factor) = 4Sac (Convective Design Spectral Response Acceleration Parameter at Any Period) = 0.255Sai (Impulsive Design Spectral Response Acceleration Parameter at Any Period) = 0.3Seismic_Site_Class (Seismic Site Class) = seismic site class dSeismic_Use_Group (Seismic Use Group) = seismic use group iTL (Regional Dependent Transistion Period for Longer Period Ground Motion) = 12 sec

Sloshing CoefficientAPI 650 Section E.4.5.2Ks = 0.578 / SQRT(TANH(((3.68 * Liq_max) / D)))

= 0.578 / SQRT(TANH(((3.68 * 6.035) / 7.62)))= 0.5797

Convective Natural PeriodAPI 650 Section E.4.5.2Tc = 1.8 * Ks * SQRT(D) = 1.8 * 0.5797 * SQRT(7.62) = 2.8804 sec

Impulsive Design Response Spectrum Acceleration CoefficientAPI 650 Sections E.4.6.2Ai = Q * (I / Rwi) * Sai = 0.66 * (1.0 / 4) * 0.3 = 0.0495

Convective Design Response Spectrum Acceleration CoefficientAPI 650 Sections E.4.6.2Ac = Q * K * (I / Rwc) * Sac = 0.66 * 1.5 * (1.0 / 2) * 0.255 = 0.1262

Ac = MIN(Ac , Ai) = MIN(0.1262 , 0.0495) = 0.0495

Design Spectral Response Acceleration at Short PeriodAPI 650 Sections E.4.6.1SDS = Ai * (Rwi / I) = 0.0495 * (4 / 1.0) = 0.198

Design Spectral Response Acceleration at a Period of 1 SecondAPI 650 Sections E.4.6.1SD1 = (Ac / K) * Tc * (Rwc / I) = (0.0495 / 1.5) * 2.8804 * (2 / 1.0) = 0.1901

Vertical Ground Acceleration CoefficientAPI 650 Section E.6.1.3 and E.2.2Av = (2 / 3) * 0.7 * SDS = (2 / 3) * 0.7 * 0.198 = 0.0924

Vertical Ground Acceleration Coefficient Specified by user (Av) = 0.0924


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7.15 SEISMIC CALCULATIONS

< Mapped ASCE7 Method >Ac = Convective spectral acceleration parameterAi = Impulsive spectral acceleration parameterAv = Vertical Earthquake Acceleration CoefficientCi = Coefficient for impulsive period of tank system (Fig. E-1)D/H = Ratio of Tank Diameter to Design Liquid LevelDensity = Density of tank product (SG * 62.42786)

Fc = Allowable longitudinal shell-membrane compressive stressFty = Minimum specified yield strength of shell courseFy = Minimum yield strength of bottom annulusGe = Effective specific gravity including vertical seismic effectsI = Importance factor defined by Seismic Use Groupk = Coefficient to adjust spectral acceleration from 5% - 0.5% dampingL = Required Annular Ring WidthLs = Actual Annular Plate WidthMrw = Ringwall moment-portion of the total overturning moment that acts at the base of the tank shellperimeterMs = Slab moment (used for slab and pile cap design)Pa = Anchorage chair design loadPab = Anchor seismic design load

Q = Scaling factor from the MCE to design level spectral accelerationsRCG = Height from Top of Shell to Roof Center of GravityRwc = Force reduction factor for the convective mode using allowable stress design methods (Table E-4)Rwi = Force reduction factor for the impulsive mode using allowable stress design methods (Table E-4)S0 = Design Spectral Response Param. (5% damped) for 0-second Periods (T = 0.0 sec)Sd1 = The design spectral response acceleration param. (5% damped) at 1 second based on ASCE7methods per API 650 E.2.2Sds = The design spectral response acceleration param. (5% damped) at short periods (T = 0.2 sec) basedon ASCE7 methods per API 650 E.2.2SigC = Maximum longitudinal shell compression stressSigC-anchored = Maximum longitudinal shell compression stressSUG = Seismic Use Group (Importance factors depends on SUG)T-L = Regional Dependent Transition Period for Long Period Ground Motion (Per ASCE 7-05, fig. 22-15)ta = Actual Annular Plate Thickness less C.A.ts1 = Thickness of bottom Shell course minus C.A.tu = Equivalent uniform thickness of tank shellV = Total design base shearVc = Design base shear due to convective component from effective sloshing weightVi = Design base shear due to impulsive component from effective weight of tank and contentswa = Force resisting uplift in annular regionWab = Design uplift load on anchor per unit circumferential lengthWc = Effective Convective (Sloshing) Portion of the Liquid WeightWeff = Effective Weight Contributing to Seismic ResponseWf = Weight of Floor (Incl. Annular Ring)Wi = Effective Impulsive Portion of the Liquid Weightwint = Uplift load due to design pressure acting at base of shell


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Wp = Total weight of Tank Contents based on S.G.Wr = Weight Fixed Roof, framing and 10 % of Design Snow Load & Insul.Wrs = Roof Load Acting on Shell, Including 10% of Snow LoadWs = Weight of Shell (Incl. Shell Stiffeners & Insul.)wt = Shell and roof weight acting at base of shellXc = Height to center of action of the lateral seismic force related to the convective liquid force for ringwallmomentXcs = Height to center of action of the lateral seismic force related to the convective liquid force for the slabmomentXi = Height to center of action of the lateral seismic force related to the impulsive liquid force for ringwallmomentXis = Height to center of action of the lateral seismic force related to the impulsive liquid force for the slab

momentXr = Height from Bottom of Shell to Roof Center of GravityXs = Height from Bottom to the Shell's Center of Gravityg = 9.8 m/s^2

WEIGHTS

Ws = 9,365.9151 kgf or 91,848.2511 NWf = 3,501.9373 kgf or 34,342.2733 NWr = 4,068.4091 kgf or 39,897.4639 N

EFFECTIVE WEIGHT OF PRODUCT

D/H = 1.2626Wp = 217,147 kgf

Wi = (1 - (0.218 * D/H)) * WpWi = (1 - (0.218 * 1.2626)) * 217,147Wi = 157,376 kgf

Wc = 0.23 * D/H * TANH (3.67 * H/D) * WpWc = 0.23 * 1.2626 * TANH (3.67 * 0.792) * 217,147Wc = 62,685 kgf

Weff = Wi + WcWeff = 157,376 + 62,685Weff = 220,061.4331 kgf

Wrs = 4,068.4091 kgf

DESIGN LOADS

Vi = Ai * (Ws + Wr + Wf + Wi)Vi = 0.0495 * (9,365.9151 + 4,068.4091 + 3,501.9373 + 157,376)Vi = 8,628.474 kgf

Vc = Ac * WcVc = 0.0495 * 62,685Vc = 3,102.9119 kgf


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V = SQRT (Vi^2 + Vc^2)V = SQRT (8,628.474^2 + 3,102.9119^2)V = 9,169.4397 kgf

CENTER OF ACTION FOR EFFECTIVE LATERAL FORCES

Xs = 3.0175 mRCG = 1/3 * R * (TAND (Theta))RCG = 1/3 * 3830.85 * (TAND (9.4623))RCG = 212.825 mm or 0.2128 m

Xr = Shell Height + RCGXr = 7.3152 + 0.2128Xr = 7.528 m

CENTER OF ACTION FOR RINGWALL OVERTURNING MOMENT

Xi = (0.5 - (0.094 * D/H)) * HXi = (0.5 - (0.094 * 1.2626)) * 6.035Xi = 2.3012 m

Xc = (1 - (COSH (3.67 * H/D) - 1) / ((3.67 * H/D) * SINH (3.67 * H/D))) * HXc = (1 - (COSH (3.67 * 0.792) - 1) / ((3.67 * 0.792) * SINH (3.67 * 0.792))) * 6.035Xc = 4.1739 m

CENTER OF ACTION FOR SLAB OVERTURNING MOMENT

Xis = (0.5 + (0.06 * D/H)) * H)Xis = (0.5 + (0.06 * 1.2626)) * 6.035)Xis = 3.4747 m

Xcs = (1 - (COSH (3.67 * H/D) - 1.937) / ((3.67 * H/D) * SINH(3.67 * H/D))) * HXcs = (1 - (COSH (3.67 * 0.792) - 1.937) / ((3.67 * 0.792) * SINH(3.67 * 0.792))) * 6.035Xcs = 4.3872 m

Dynamic Liquid Hoop Forces

SHELLWidth

(m)Y (m) Ni (N/mm) Nc (N/mm) Nh (N/mm) SigT+ (MPa) SigT- (MPa)

SUMMARY = 2.6 * Ai *G * D^2

= 1.85 * Ac * G * D^2 * (COSH(3.68 * (H - Y)) / D) / (COSH

(3.68 * H / D))= 4.9011293 *

Y * D * G= (+ Nh (SQRT (Ni^2 +

Nc^2 + (Av * Nh /2.5)^2))) / t-n

= (- Nh (SQRT (Ni^2 +Nc^2 + (Av * Nh /

2.5)^2))) / t-nShell 1 1.82885.7302 5.8961 0.4586 168.8487 22.4615 20.2849Shell 2 1.82883.9014 5.3227 0.7165 114.9604 19.1824 17.0255Shell 3 1.82882.0726 3.5145 1.5708 61.0722 10.3204 8.9148Shell 4 1.81680.2438 0.4942 3.7322 7.1839 1.7256 0.5369

Overturning Moment


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Overturning Moment

Mrw = ((Ai * [(Wi * g) * Xi + (Ws * g) * Xs + (Wr * g) * Xr])^2 + [Ac * (Wc * g) * Xc]^2)^0.5Mrw = ((0.0495 * [(157,376 * 9.8) * 2.3012 + (9,365.9151 * 9.8) * 3.0175 + (4,068.4091 * 9.8) * 7.528])^2 +[0.0495 * (62,685 * 9.8) * 4.1739]^2)^0.5Mrw = 240,636.2692 N-m

Ms = ((Ai * [(Wi * g) * Xis + (Ws * g) * Xs + (Wr * g) * Xr])^2 + [Ac * (Wc * g) * Xcs]^2)^0.5Ms = ((0.0495 * [(157,376 * 9.8) * 3.4747 + (9,365.9151 * 9.8) * 3.0175 + (4,068.4091 * 9.8) * 7.528])^2 +[0.0495 * (62,685 * 9.8) * 4.3872]^2)^0.5Ms = 322,923.5235 N-m

RESISTANCE TO DESIGN LOADS

Fy = 205 MPa

Ge = S.G. * (1- 0.4 * Av)Ge = 0.789 * (1- 0.4 * 0.0924)Ge = 0.7598

wa = MIN (99 * ta * (Fy * H * Ge)^0.5 , 201.1 * H * D * Ge)wa = MIN (99 * 6.3 * (205 * 6.035 * 0.7598)^0.5) , 201.1 * 6.035 * 7.62 * 0.7598)wa = MIN ( 19,122.8217 , 7,026.9302)wa = 7,026.9302 N/m

wt = (Wrs + Ws) / (Pi * D)wt = (4,068.4091 + 9,365.9151) / (3.1416 * 7.62)wt = 5,503.4072 N/m

wint = P * (Pi * D^2 / 4) / (Pi * D)wint = 400 * (3.1416 * 7.62^2 / 4) / (3.1416 * 7.62)wint = 762 N/m

Anchorage Rat io

J = Mrw / (D^2 * [wt * (1 - 0.4 * Av)] + wa - 0.4 * wintJ = 240,636.2692 / (7.62^2 * [5,503.4072 * (1 - 0.4 * 0.0924)] + 7,026.9302 - 0.4 * 762J = 0.3447

Since J


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Fty = 205 MPa

Criteria for Fc

Since [G * H * D^2 / ts1^2] < 44Since [0.789 * 6.035 * 7.62^2 / 4.7^2] < 44Since 12.5161 < 44 Then Fc = (83 * ts) / (2.5 * D) + (7.5 * SQRT(G * H))

Fc = (83 * ts) / (2.5 * D) + (7.5 * SQRT(SG * H))Fc = (83 * 4.7) / (2.5 * 7.62) + (7.5 * SQRT(0.789 * 6.035))Fc = 36.8435 MPa

Hoop Stresses

SHELL SUMMARY SigT+ Sd * 1.333 Fy * 0.9 * E Allow able Membrane t-Min Shell Ok

Shell 122.4615 182.621 156.825 156.8253.8731 OKShell 219.1824 182.621 156.825 156.8253.5853 OKShell 310.3204 182.621 156.825 156.8253.4072 OKShell 4 1.7256 182.621 156.825 156.8253.2346 OK

Mechanically Anchored

Number of anchor = 8Max spacing = 3 mActual spacing = 3.0787 mMinimum # anchor = 8

Wab = (1.273 * Mrw) / D^2 - wt * (1 - 0.4 * Av) + wintWab = (1.273 * 240,636.2692) / 7.62^2 - 5,503.4072 * (1 - 0.4 * 0.0924) + 762Wab = 737.692 N/m

Pab = Wab * Pi * D / NaPab = 737.692 * 3.1416 * 7.62 / 8Pab = 2,207.4452 N

Pa = 3 * PabPa = 3 * 2,207.4452Pa = 6,622.3357 N

Shell Compression in Mechanically-Anchored Tanks

SigC-anchored = [Wt * (1 + (0.4 * Av)) + (1.273 * Mrw) / D^2] * (1 / (1,000 * ts))SigC-anchored = [5,503.4072 * (1 + (0.4 * 0.0924)) + (1.273 * 240,636.2692) / 7.62^2] * (1 / (1,000 * 4.7))SigC-anchored = 2.3367 MPa


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Fc = 36.8435 MPa

SigC-anchored


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7.16 ANCHOR BOLT DESIGN

Bolt Material : A36MSy = 250 MPa

UPLIFT LOAD CASES, PER API-650 TABLE 5-21b

A-s-r = Bolt Root Area Req'dbt = Uplift load per bolt

D = Tank D (m)Fp = Pressure Combination FactorMrw = Seismic Ringwall Moment (Nm)N = Anchor bolt quantityP = Design pressure (pa)Pf = Failure pressure per F.6 (KPa)Pt = Test pressure per F.7.6 = 1.25 * P = 0.5 (pa)sd = Allowable Anchor Bolt Stress (MPa)Shell-sd-at-anchor = Allowable Shell Stress at Anchor Attachment (MPa)t-actual = Actual Roof plate thickness (mm)t-h = Roof plate thickness less CA (mm)Vf = Velocity factor (kph)W1 = Dead Load of Shell minus C.A. and Any Dead Load minus C.A. other than Roof Plate Acting on Shell

W2 = Dead Load of Shell minus C.A. and Any Dead Load minus C.A. including Roof Plate minus C.A. Actingon ShellW3 = Dead Load of New Shell and Any Dead Load other than Roof Plate Acting on Shell

For Tank wi th Structural Supported Roof

W1 = W-shell-corroded + Shell InsulationW1 = 47,546.2439 + 0W1 = 47,546.2439 N

W2 = W-shell-corroded + Shell Insulation + Corroded Roof Plates Supported by Shell + Roof Dead LoadSupported by ShellW2 = 47,546.2439 + 0 + 34,146.4781 + 0W2 = 81,692.722 N

W3 = New Shell + Shell InsulationW3 = 90,511.2095 + 0W3 = 90,511.2095 N

Uplift Case 1: Design Pressure Only

U = [(P - 0.08 * t-h) * D^2 * 785] - W1U = [(0.4 - 0.08 * 9.5) * 7.62^2 * 785] - 47,546.2439U = -63,955.243346529656 N

bt = U/N


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bt = -7,994.405418316207 N

sd = 104.1666 MPaShell-sd-at-anchor = 136.6666 MPa

A-s-r = N.A., since Load per Bolt is zero

Uplift Case 2: Test Pressure Only

U = [(Pt - 0.08 * t-h) * D^2 * 785] - W1U = [(0.5 - 0.08 * 9.5) * 7.62^2 * 785] - 47,546.2439U = -59,397.18794652966 N

bt = U/Nbt = -7,424.648493316207 N

sd = 138.8888 MPaShell-sd-at-anchor = 170.8333 MPa

A-s-r = N.A., since Load per Bolt is zero

Uplift Case 3: Failure Pressure Only

Not applicable since if there is a knuckle on tank roof, or tank roof is not frangible.Pf (failure pressure per F.6) = N.A.

Uplift Case 4: Wind Load Only

PWR = Wind-Uplift per API 650 Table 5-21a, 5-21bPWS = Wind-Pressure per API 650 Table 5-21a, 5-21bPWR = 1.2924 KPaPWS = 771.8559 N/m^2MWH = PWS * D * (H^2 / 2) per API 650 Table 5-21a, 5-21bMWH = 771.8559 * 7.62 * (7.3152^2 / 2)MWH = 157,366.9921 Nm

U = PWR * D^2 * 785 + (4 * MWH / D) - W2U = 1.2924 * 7.62^2 * 785 + (4 * 157,366.9921 / 7.62) - 81,692.722U = 59,823.3854 N

bt = U/Nbt = 7,477.9231 N

sd = 200 MPaShell-sd-at-anchor = 170.8333 MPa

A-s-r = bt / sdA-s-r = 7,477.9231 / 200A-s-r = 37.3896 mm^2

Uplift Case 5: Seismic Load Only


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U = [4 * Mrw / D] - W2 * (1 - 0.4 * Av)U = [4 * 240,636 / 7.62] - 81,692.722 * (1 - 0.4 * 0.0924)U = 47,644.8924 N

bt = U/Nbt = 5,955.6115 N


A-s-r = bt / sd

A-s-r = 5,955.6115 / 200A-s-r = 29.778 mm^2

Uplift Case 6: Design Pressure + Wind Load

U = [(Fp * P + PWR - 0.08 * t-h) * D^2 * 785] + [4 * MWH / D] - W1U = [(0.4 * 0.4 + 1.2924 - 0.08 * 9.5) * 7.62^2 * 785] + [4 * 157,366.9921 / 7.62] - 47,546.2439U = 66,621.5311 N

bt = U/Nbt = 8,327.6913 N

sd = 138.8888 MPa

Shell-sd-at-anchor = 170.8333 MPaA-s-r = bt / sdA-s-r = 8,327.6913 / 138.8888A-s-r = 59.9593 mm^2

Uplift Case 7: Design Pressure + Seismic Load

U = [(Fp * P - 0.08 * t-h) * D^2 * 785] + [4 * Mrw / D] - W1 * (1 - 0.4 * Av)U = [(0.4 * 0.4 - 0.08 * 9.5) * 7.62^2 * 785] + [4 * 240,636 / 7.62] - 47,546.2439 * (1 - 0.4 * 0.0924)U = 53,180.9844 N

bt = U/Nbt = 6,647.623 N


A-s-r = bt / sdA-s-r = 6,647.623 / 200A-s-r = 33.2381 mm^2

Uplift Case 8: Frangibili ty Pressure

Not applicable since if there is a knuckle on tank roof, or tank roof is not frangible.Pf (failure pressure per F.6) = N.A.


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7.17 ANCHOR BOLT SUMMARY

Bolt Root Area Req'd = 59.9593 mm^2Bolt Diameter (d) = 64 mm (M64)Threads per centimeters (n) = 0.1667

A-s = Actual Bolt Root AreaA-s = (pi / 4) * (d - 33.02 / n)^2A-s = 0.7854 * (64 - 33.02 / 0.1667)^2

A-s = 2480.6388 mm^2

Exclusive of CorrosionBolt Diameter Req'd = 16.0986 mm (per ANSI B1.1)Actual Bolt Diameter = 64 mm (M64)Bolt Diameter Meets Requirements

ANCHORAGE REQUIREMENTS

Wind or Uplift calculations require anchorageMinimum # Anchor Bolts = 8per API-650 5.12.3Actual # Anchor Bolts = 8

Anchorage Meets Spacing Requirements

ANCHOR CHAIR DESIGN

(from AISI 'Steel Plate Engr Data' Dec. 92, Vol. 2, Part VII)

Entered Parameters

Chair Material : A283M-CTop Plate Type : DISCRETEChair Style : VERT. TAPEREDTop Plate Width (a) : 200 mmTop Plate Length (b) : 200 mmVertical Plate Width (k) : 125 mmTop Plate Thickness (c) : 26 mmBolt Eccentricity (e) : 102 mmOutside of Top Plate to Hole Edge (f) : 59 mmDistance Between Vertical Plates (g) : 108 mmChair Height (h) : 315 mmVertical Plates Thickness (j) : 32 mmBottom Plate thickness (m) : 9.5 mmShell Course + Repad Thickness (t) : 7.9 mmNominal Radius to Tank Centerline (r) : 3813.95 mmDesign Load per Bolt (P) : 12492 NBolt Diameter (d) = 64 mm (M64)Threads per unit length (n) = 0.1667


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Bolt Yield Load = A-s * SyBolt Yield Load = 2480.6388 * 250Bolt Yield Load = 620,159.6943 N

Seismic Design Bolt Load (Pa) = 6,622.3357 NAnchor Chairs will be designed to withstandDesign Load per BoltAnchor Chair Design Load, (P) : 12,491.537 N

For anchor Chair Material: A283M-C(per API-650 Table 5-2b, Sd-Chair = 137 MPa

Since bottom t 1.45,or Wind Speed is > 160.9344 kph,h-min is 305 mm.

For Discrete Top Plate,Max. Chair Height Recommended : h


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Stress due to Top Plate ThicknessS-actual-Top-Plate = P / (f * c^2) * (0.375 * g - 0.22 * d)S-actual-Top-Plate = 12,491.537 / (59 * 26^2) * (0.375 * 108 - 0.22 * 64) = 8.2746 MPa

Shell Stress due to Chair Height (For discrete Top Plate)S-actual-ChairHeight = P * e / t^2 * F3Where F3 = F1 + F2

now F1 = (1.32 * z) / (F6 + F7)where F6 = (1.43 * a * h^2) / (r * t)and F7 = (4 * a * h^2)^(1/3)and z = 26 / (F4 * F5 + 26)

where F4 = (0.177 * a * m) / SQRT(r * t)and F5 = (m / t)^2

yields F5 = (9.5 / 7.9)^2F5 = 1.446yields F4 = (0.177 * 200 * 9.5) / SQRT(3,810 * 7.9)F4 = 1.9384yields z = 26 / (1.9384 * 1.446 + 26)z = 0.9026yields F7 = (4 * 200 * 315^2)^(1/3)F7 = 429.7709yields F6 = (1.43 * 200 * 315^2) / (3,810 * 7.9)F6 = 942.8336

yields F1 = (1.32 * 0.9026) / (942.8336 + 429.7709)F1 = 0.0008now F2 = 0.031 / SQRT(r * t)yields F2 = 0.031 / SQRT(3,810 * 7.9)F2 = 0.0057yields F3 = 0.0008 + 0.0057F3 = 0.0066yields S-actual-ChairHeight = 12,491.537 * 102 / 7.9^2 * 0.0066yields S-actual-ChairHeight = 135.3979 MPa

Maximum Recommended Stress is 170 MPa for the Shell(per API-650 E.6.2.1.2)Sd-ChairHeight = 170 MPa

ANCHOR CHAIR SUMMARY

S-actual-Top-Plate Meets Design Calculations(within 105% of Sd-Chair)S-actual-Top-Plate/Sd-Chair8.2746/137 = 6.03%S-actual-ChairHeight Meets Design Calculations(within 105% of Sd-ChairHeight)S-actual-ChairHeight/Sd-ChairHeight135.3979/170 = 79.64%


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7.18 NORMAL AND EMERGENCY VENTING (API-2000 6TH EDITION)

NORMAL VENTING

T_boil (Product boiling point) = 49 degcT_flash (Product flash point) = 12 degcVpe (Maximum emptying rate) = 13.2 m^3/hrVpf (Maximum filling rate) = 72.0 m^3/hrVtk (Tank capacity) = 340.8116 m^3

In-breathing

Required in-breathing flow rate due to liquid movementAPI-2000 A.3.4.1.1Vip = 0.94 * Vpe = 0.94 * 13.2 = 12.408 m^3/hr

As per API-2000 A.3.4.1.2 Table A.3 Column 2, Required in-breathing flow rate due to thermal effects (VIT) =57.3584 m^3/hr

Total required in-breathing volumetric flow rateVi = Vip + VIT = 12.408 + 57.3584 = 69.7664 m^3/hr

Out-breathing

(T_flash < 37.8) OR (T_boil < 148.9) ==> Use API-2000 section A.3.4.2.2

Required out-breathing flow rate due to liquid movementAPI-2000 A.3.4.2.2Vop = 2.02 * Vpf = 2.02 * 72.0 = 145.44 m^3/hr

As per API-2000 A.3.4.2.2 Table A.3 Column 4, Required out-breathing flow rate due to thermal effects(VOT) = 57.3584 m^3/hr

Total required out-breathing volumetric flow rateVo = Vop + VOT = 145.44 + 57.3584 = 202.7984 m^3/hr

EMERGENCY VENTING

D (Tank diameter) = 7.62 mH (Tank height) = 7.3152 mPg (Design pressure) = 0.4 kPainslation_type (Insulation type) = no insulationvapour_pressure_type (Vapour pressure type) = hexane or similar

As per API-2000 Table 9, Environmental factor for insulation (F_ins) = 1.0As per API-2000 Table 9, Environmental factor for drainage (F_drain) = 0.5

Environmental factorAPI-2000 4.3.3.3.4F = MIN(F_ins , F_drain) = MIN(1.0 , 0.5) = 0.5


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Wetted surface areaATWS = pi * D * MIN(H , 9.14) = pi * 7.62 * MIN(7.3152 , 9.14) = 175.1181 m^2

Required emergency venting capacityAPI-2000 Table 5 and 4.3.3.3.4 q = 17419.7982 * F = 17419.7982 * 0.5 = 8709.8991 m^3/hr


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7.19 FLOATING ROOF DESIGN

Figura 4. Datos generales


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Figura 5. Datos de la membrana propuesta.


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Figura 6. Datos de la membrana propuesta (continuacin).


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Figura 7. Datos de la membrana propuesta (continuacin).


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7.20 PLAN VIEW APPURTENANCE

MARK CUST. MARK DESCRIPTIONOUTSIDE

PROJ(mm)

INSIDEPROJ(mm)

ORIENTRADIUS

(mm)

N-14 N-14 MUESTREO N-14 MUESTREO 178mm7200mm 65'3410mm

N-15 N-15 VALVULA DEPRESION VACIO

N-15 VALVULA DEPRESION VACIO

203mm 0mm 30'1500mm

N-16 N-16 BOQUILLA DEEMERGENCIAN-16 BOQUILLA DEEMERGENCIA 203mm 0mm 0'1499mm

N-2N-2 TRANSMISOR

INDICADORTEMPERATURA

N-2 TRANSMISORINDICADOR

TEMPERATURA203mm 0mm 45'2846mm

N-3N-3 INTERRUPTOR

NIVELDESPLAZAMIENTO

N-3 INTERRUPTORNIVEL

DESPLAZAMIENTO178mm 0mm 55'3410mm

N-5N-5 TRANSMISOR

NIVELN-5 TRANSMISOR

NIVEL203mm7200mm 45'3410mm

RM01 N-13 ESCOTILLA N-13 ESCOTILLA 242mm 0mm 75'2000mm

WR01A

BARANDAL

ESCALERA--

--

96.79'3733mm

WS01AB 609 5/8" BOTTOM

SUMP-- -- 10'3000mm

7.21 ELEVATION VIEW APPURTENANCE

MARK CUST. MARK DESCRIPTIONOUTSIDE

PROJ(mm)

INSIDEPROJ(mm)

ORIENTELEVATION

(mm)

AC01A ANCLAS -- --

SEE

TABLE --

N-9N-9 ENTRADA

ETANOLANHIDRO

N-9 ENTRADAETANOL

ANHIDRO200mm 0mm 190' 3

Documents

MC MEMORIA DE CALCULO EJEMPLO AMETANK