Pgina 1

PROYECTO:CLIENTE:

TANQUES DE ALMACENAMIENTO

TANQUE DE ACIDO SULFURICO 13400 TMGEOMETRIA DEL TANQUE

Ancho plancha = 2.40 m Norma API 650Longitud plancha = 6.00 m Pendiente Fondo = 0.033Cant. horiz = 12.04 Pendiente . Techo = 0.063Cant. vert = 7.29 Velocidad del viento = 15

24.139Dimetro = 23.00 m Espesor del techo = 0.500Altura = 17.500 m Espesor del fondo = 0.5Capacidad = 7,271 m3 No Columnas C1 (1er anillo) = 12

1,920,957 Gl No Columnas C2 (2do anillo) = 6No Columna central C3 = 1

DATOSGravedad especfica del lquido = 1.84 Acido SulfuricoMargen por corrosin = 1/ 4 inMargen por corrosin en el fondo = 1/ 4 inDimetro del tanque, D = 75.44 piesAltura total del tanque, H = 57.40 piesNmero de virolas = 8.00Material = A36 Escoger entre A36Mnimo esfuerzo de fluencia = 36000 in A131Esfuerzo permisible por diseo, Sd = 23200 inEsfuerzo permisible por prueba, St = 24900 inAltura de la primera virola = 95 pulgRadio nominal del tanque, r = 452.64 pulgEspesor mnimo del casco = 0.25 pulg API 5.6.1.1

DISEO DEL CASCO MTODO DE 1 PIEEspesor de diseo Esp. Prueba hidrost.

Virola t t comercial Peso del cascopulg pulg pulg pulg Kg

1 1.1274 0.4443 1.1274 1.2500 43,3542 1.0042 0.3819 1.0042 1.2500 43,3543 0.8811 0.3196 0.8811 1.0000 34,6834 0.7579 0.2572 0.7579 1.0000 34,6835 0.6348 0.1948 0.6348 0.7500 26,0126 0.5116 0.1325 0.5116 0.6250 21,6777 0.3885 0.0701 0.3885 0.5000 17,3428 0.2653 0.0077 0.2653 0.5000 17,3429 0.0000 0.0000 0.0000 0.0000 0

10 0.0000 0.0000 0.0000 0.0000 011 0.0000 0.0000 0.0000 0.0000 012 0.0000 0.0000 0.0000 0.0000 0

Peso Total casco= 238,447PESOSDISTRIBUCION PLANCHAS DEL TECHO DISTRIBUCION PLANCHAS DEL FONDORadio desarrollo = 37.79 pies Radio desarrollo = 37.81 piesk = 1.10 k = 1.10No de planchas = 32 No de planchas = 32Peso del techo = 46,080 Kg Peso del fondo = 46,080 KgVIGUETAS Vg1 = 8,503 Kg COLUMNA C1 = 17,816 KgVIGUETAS Vg2 = 5,237 Kg COLUMNA C2 = 8,908 KgVIGUETAS Vg3 = 1,968 Kg COLUMNA C3 = 1,485 Kg

td tt

Pgina 2

VIGAS PRINCIPALES CAPITEL = 152 KgV1 = 1,084 Kg VIGA TOPE = 872 KgV2 = 524 KgACCESORIOS = 5,644 Kg PESO TK VACIO = 382,799 Kg

69,041

DISEO DEL CASCO MTODO DE ALTURA VARIABLE

Virola t t comercial Peso del casco

1 1.1598430244 0.4660742006 1.1598 1.2500 43,3542 4.68127231573456789

101112

td tt

Pgina 3

TANQUES DE ALMACENAMIENTO

TANQUE DE ACIDO SULFURICO 13400 TM

API 5.4.4API 5.10.4.1

mphKm/hinin

Peso del cascoKg

Kg

Pgina 4

Peso del cascoNo cumple t1t>tptNo Cumple t1d>tpdL 431.7537964^L/H 7.521843143x1 32.75611524x2 5595.132655x3 24.31242509K 1.206338346C 0.097476179x 24.31242509tdx

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Pgina 24

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Pgina 40

Pgina 2]

CARGAS DE DISEO PARA ESTRUCTURA SOPORTE DEL TECHO

Carga muerta = 10.21 lb/pie2Carga viva = 20 lb/pie2

W = 30.20833333 lb/pie2

VIGUETAS DE TECHO (RAFTERS)

Espesor min alma = 0.17 in API 5.10.3.2b 10.57 pies API 5.10.4Espaciamiento max. anillo exterior = 6.28 pies API 5.10.4Espaciamiento max. anillo interior = 5.50 pies (API 3.10.4.4 Versin anterior) arriostres viguetas anillos = 0.75 pies (API 3.10.4.4 Versin anterior)

Distancia entre columna C1 y casco = 12.58 piesDistancia entre columna C1 y C2 = 12.58 piesDistancia entre columna C2 y C3 = 12.58 piesNo de viguetas anillo exterior = 38 No de viguetas anillo exterior, real =No de viguetas anillo intermedio = 29 No de viguetas anillo intermedio, real =No de viguetas anillo interior = 15 No de viguetas anillo interior, real =Espaciamiento real anillo exterior = 3.29 piesEspaciamiento real anillo intermedio = 2.63 piesEspaciamiento real anillo interior = 2.63 pies

VIGUETAS RADIALES Vg1(anillo exterior) Vg2(anillo intermedio) Vg3(anillo interior)Luz de la vigueta = 12.58 pies 12.58 pies 12.58Luz no arriostrada de la vigueta = 6.29 pies 6.29 6.29Perfil seleccionado = C 12 x 20,7 C 10 x 15.3 C 8 x 11.5Peso propio de vigueta = 20.70 lb/pie 15.30 lb/pie 11.50I = 129.00 in4 67.40 in4 32.60d/Af = 8.13 8.81 9.08Sx = 21.50 in3 13.50 in3 8.14d = 12.00 in 10.00 in 8.00A = 6.09 in2 4.49 in2 3.38bf = 3.00 in 2.60 in 2.25tf = 0.50 in 0.44 in 0.39Aweb = 3.09 in2 2.22 in2 1.63h = 11.00 in 9.13 in 7.22tw = 0.31 in 0.24 in 0.22w1 = 120.14 lb/pie 94.75 lb/pie 91.09w2 = 100.15 lb/pie 94.89 lb/pie 11.50R1 = 713.75 lb 596.27 lb 406.09R2 = 671.84 lb 596.57 lb 239.21V = 713.75 lb 596.57 lb 406.09Mmax = 2,184.06 lb-pie 1,875.69 lb-pie 1,035.52D max. = 0.02 in 0.03 in 0.03D perm. = 0.75 in 0.75 in 0.75FlexinFb (debe ser menor de 20,000) = 19,555.04 18,045.69 17,509.09S (debe ser menor que Sx) = 1.34 in3 1.25 in3 0.71CorteV/A = 230.99 lb/in2 268.38 lb/in2 249.90Vadm = 51,408.22 lb 36,093.20 lb 27,564.22

Pgina 2]

Pgina 2]

726030

Vg3(anillo interior)piespies

lb/piein4

in3inin2ininin2ininlb/pielb/pielb lblblb-pieinin

in3

lb/in2lb

Pgina 2]

Vigas principales

Pgina 45

DISEO DE VIGAS PRINCIPALES

Forma del anillo 1 = Dodecgono Forma del anillo 2 = HexgonoNmero de lados = 12 Nmero de lados = 6Radio crculo circunscrito 1 = 7,667 mm = 25.15 ftRadio crculo circunscrito 2 = 3,833 mm = 12.58 ft

V1 V2No de viguetas Vg1 soportadas = 6 No de viguetas Vg2 soportadas = 10No de viguetas Vg2 soportadas = 5 No de viguetas Vg3 soportadas = 5Distancia entre Vg1 = 2.17 ft Distancia entre Vg2 = 1.26Distancia entre R y 1era Vg1 = 1.085 ft Distancia entre R y 1era Vg2 = 0.63Distancia entre Vg2 = 2.6 ft Distancia entre Vg3 = 2.52Distancia entre R y 1era Vg2 = 1.3 ft Distancia entre R y 1era Vg3 = 1.26

Espesor min alma = 0.17 in API 3.10.4.3 / 3.10.3.2Espaciamiento max. anillo exterior = 6.28 ft API 5.10.4Espaciamiento max. anillo interior = 5.50 ft API 5.10.4 arriostres viguetas = 0.75 in API 5.10.4

VIGAS PRINCIPALES V1 V2Luz de la viga = 13.02 ft 12.58Luz no arriostrada de la viga = 6.51 6.29Perfil seleccionado = C 10 x 15.3 C 10 x 15.3Peso propio de vigueta = 15.30 lb/ft 15.30I = 67.40 in4 67.40d/Af = 8.81 8.81Sx = 13.50 in3 13.50d = 10.00 in 10.00A = 4.49 in2 4.49bf = 2.60 in 2.60tf = 0.44 in 0.44Aweb = 2.22 in2 2.22h = 9.13 in 9.13tw = 0.24 in 0.24R1 = 3,506.00 lb 3,998.00R2 = 3,506.00 lb 3,998.00V = 3,506.00 lb 3,998.00Mmax = 15,245.00 lb-ft 12,719.00D max. = 0.29 in 0.25D perm. = 0.78 in 0.75Fb = 17,435.85 18,045.69S = 10.49 in3 8.46V/A = 1,577.29 psi 1,798.63

Vigas principales

Pgina 46

ControlN de viguetasreal diseo viguetas soportadasvg1 38 72vg2 29 60vg3 15 30

ftftftft

ft 3968.496

lb/ftin4

in3inin2ininin2ininlb lblblb-ftinin

in3psi

Momentos

Pgina 47

Momentos debido a Pe y PiV1 V2

Debido a Pe Debido a Pi Debido a Pe Debido a Pi1 3,107 3,377 2,0432 2,187 1,556 2,625 1,0193 729 0 1,873 04 0 0 1,122 05 0 0 370 06 0 0 0 07 0 0 0 08 0 0 0 09 0 0 0 0

10 0 0 0 011 0 0 0 012 0 0 0 0

2,916 4,663 9,366 3,062

Perfiles

Pgina 48

PERFILES ESTANDAR AMERICANO Incluye perfiles Precor

Nmero de perfil seleccionado = Vg1 Vg2 Vg3 V1 V2(introducir cero si no existe) 24 20 14 20 20

Vg1 C 12 x 20,7 20.7 129 8.13 21.5 12 6.09 3 0.500 0.3125Vg2 C 10 x 15.3 15.3 67.4 8.81 13.5 10 4.49 2.6 0.436 0.24Vg3 C 8 x 11.5 11.5 32.6 9.08 8.14 8 3.38 2.25 0.39 0.22V1 C 10 x 15.3 15.3 67.4 8.81 13.5 10 4.49 2.6 0.436 0.24V2 C 10 x 15.3 15.3 67.4 8.81 13.5 10 4.49 2.6 0.436 0.24

Designacin W/ft I d/Af Sx d A bf tf twlb/ft in4 in3 in in2 in in in

1 C 3 x 6 6.00 2.07 6.87 1.38 3.00 1.76 1.60 0.250 0.3562 C 3 x 6 5.00 1.85 7.32 1.24 3.00 1.47 1.50 0.250 0.2503 C 3 x 4,1 4.10 1.66 7.78 1.10 3.00 1.21 1.41 0.250 0.1884 C 4 x 5.4 5.40 3.85 8.52 1.93 4.00 1.59 1.58 0.296 0.1885 C 4 x 7.25 7.25 4.59 7.84 2.29 4.00 2.13 1.72 0.313 0.3136 C 5 x 6.7 6.70 7.49 8.93 3.00 5.00 1.97 1.75 0.313 0.1887 C 5 x 9 9.00 8.90 8.29 3.56 5.00 2.64 1.89 0.313 0.3138 C 6 x 8.2 8.20 13.10 9.10 4.38 6.00 2.40 1.92 0.343 0.1889 C 6 x 10.5 10.50 15.20 8.59 5.06 6.00 3.09 2.00 0.343 0.313

10 C 6 x 13 13.00 17.40 8.10 5.80 6.00 3.83 2.16 0.343 0.43711 C 7 x 9.8 9.80 21.30 9.14 6.08 7.00 2.87 2.09 0.366 0.21012 C 7 x 12.25 12.25 24.20 8.71 6.93 7.00 3.60 2.19 0.366 0.31313 C 7 x 14.75 14.75 27.20 8.31 7.78 7.00 4.33 2.30 0.366 0.41914 C 8 x 11.5 11.50 32.60 9.08 8.14 8.00 3.38 2.25 0.390 0.22015 C 8 x 13.75 13.75 36.10 8.75 9.03 8.00 4.04 2.34 0.390 0.30316 C 8 x 18.75 18.75 44.00 8.12 11.0 8.00 5.51 2.53 0.390 0.48717 C 9 x 13.4 13.40 47.90 8.95 10.6 9.00 3.94 2.43 0.413 0.23318 C 9 x 15 15.00 51.00 8.76 11.3 9.00 4.41 2.49 0.413 0.28519 C 9 x 20 20.00 60.90 8.22 13.5 9.00 5.88 2.65 0.413 0.43820 C 10 x 15.3 15.30 67.40 8.81 13.5 10.00 4.49 2.60 0.436 0.24021 C 10 x 20 20.00 78.90 8.36 15.8 10.00 5.88 2.74 0.436 0.37522 C 10 x 25 25.00 91.20 7.94 18.2 10.00 7.35 2.89 0.436 0.50023 C 10 x 30 30.00 103 7.55 20.7 10.00 8.82 3.00 0.436 0.67324 C 12 x 20,7 20.70 129 8.13 21.5 12.00 6.09 3.00 0.500 0.31325 C 12 x 25 25.00 144 7.85 24.1 12.00 7.35 3.00 0.500 0.37526 C 12 x 30 30.00 162 7.55 27.0 12.00 8.82 3.17 0.500 0.50027 C 15 x 33,9 33.90 315 6.79 42.0 15.00 9.96 3.38 0.625 0.37528 C 15 x 40 40.00 349 6.56 46.5 15.00 11.80 3.50 0.625 0.50029 C 15 x 50 50.00 404 6.21 53.8 15.00 14.70 3.72 0.625 0.68830 W 8 X 18 18.00 62 4.70 15.2 8.14 5.26 5.25 0.333 0.23031 W 8 X 24 24.00 83 3.05 20.9 7.93 7.08 6.50 0.400 0.24532 W 8 X 31 31.00 110 2.30 27.5 8.00 9.13 8.00 0.435 0.28533 W 10 x 22 22.00 118 4.91 23.2 10.17 6.49 5.75 0.360 0.24034 W 10 x 33 33.00 170 2.81 35.0 9.73 9.71 7.96 0.435 0.29035 W 10 x 49 49.00 272 1.78 54.6 9.98 14.40 10.00 0.560 0.34036 W 12 x 26 26.00 204 4.95 33.4 12.22 7.65 6.49 0.380 0.23037 W 12 x 65 65.00 533 1.67 87.9 12.12 19.10 12.00 0.605 0.39038 W 14 x 30 30.00 291 5.34 42.0 13.84 8.85 6.73 0.385 0.27039 W 16 x 36 36.00 448 5.28 56.5 15.86 10.60 6.99 0.430 0.29540 W 16 x 67 67.00 954 2.40 117.0 16.33 19.70 10.24 0.665 0.39541 W 18 x 55 55.00 890 3.82 98.3 18.11 16.20 7.53 0.630 0.390

Perfiles

Pgina 49

PERFILES ESTANDAR AMERICANO Incluye perfiles Precor

Nmero de perfil seleccionado = Vg1 Vg2 Vg3 V1 V2(introducir cero si no existe) 24 20 14 20 20

Vg1 C 12 x 20,7 20.7 129 8.13 21.5 12 6.09 3 0.500 0.3125Vg2 C 10 x 15.3 15.3 67.4 8.81 13.5 10 4.49 2.6 0.436 0.24Vg3 C 8 x 11.5 11.5 32.6 9.08 8.14 8 3.38 2.25 0.39 0.22V1 C 10 x 15.3 15.3 67.4 8.81 13.5 10 4.49 2.6 0.436 0.24V2 C 10 x 15.3 15.3 67.4 8.81 13.5 10 4.49 2.6 0.436 0.24

Designacin W/ft I d/Af Sx d A bf tf twlb/ft in4 in3 in in2 in in in

42 Ca 150 x 75 x 4 9.85 12.67 8.47 4.22 6.00 2.27 3.00 0.177 0.177 PRECOR43 C 150 x 75 x 4, 6.87 11.31 11.29 3.77 6.00 2.02 3.00 0.177 0.177 PRECOR44 Ca 125 x 75 x 4 8.33 18.22 9.88 5.21 7.00 2.45 3.00 0.177 0.177 PRECOR45 Ca 200 x 50 x 4 7.58 19.16 15.05 4.79 8.00 2.23 2.00 0.177 0.177 PRECOR46 Ca 200 x 75 x 3 6.11 17.52 16.93 4.38 8.00 1.80 3.00 0.118 0.118 PRECOR47 Ca 200 x 75 x 4 8.93 25.01 11.29 6.25 8.00 2.63 3.00 0.177 0.177 PRECOR48 Ca 225 x 50 x 3 5.51 17.70 25.40 3.93 9.00 1.62 2.00 0.118 0.118 PRECOR49 Ca 225 x 50 x 4 8.18 25.63 16.93 5.70 9.00 2.41 2.00 0.177 0.177 PRECOR50 Ca 225 x 75 x 3 6.51 23.13 19.05 5.14 9.00 1.92 3.00 0.118 0.118 PRECOR51 Ca 225 x 75 x 4 9.54 33.11 12.70 7.35 9.00 2.81 3.00 0.177 0.177 PRECOR52 Ca 250 x 50 x 3 5.91 22.93 28.22 4.59 10.00 1.74 2.00 0.118 0.118 PRECOR53 Ca 250 x 50 x 4 8.78 33.30 18.81 6.66 10.00 2.58 2.00 0.177 0.177 PRECOR54 Ca 250 x 75 x 3 6.91 29.70 21.17 5.94 10.00 2.03 3.00 0.118 0.118 PRECOR55 Ca 250 x 75 x 4 10.14 42.60 14.11 8.52 10.00 2.98 3.00 0.177 0.177 PRECOR

Perfiles

Pgina 50

Control para seleccinFb Sx S

19555.04 21.5 1.3418045.69 13.5 1.2517509.09 8.14 0.7117435.85 13.5 10.4918045.69 13.5 8.46

Perfiles existentes en el mercado nacional

Perfiles no comerciales en el Per

Perfiles

Pgina 51

Control para seleccinFb Sx S

19555.04 21.5 1.3418045.69 13.5 1.2517509.09 8.14 0.7117435.85 13.5 10.4918045.69 13.5 8.46

PRECORPRECORPRECORPRECORPRECORPRECORPRECORPRECORPRECORPRECORPRECORPRECORPRECORPRECOR

Pgina 3]

DISEO DE LA COLUMNA C1 (1er ANILLO) DISEO DE LA COLUMNA C2 (2do ANILLO)

Pv = 7,012.00 lb Pv = 7,996.00 lbL roof = 0.72 m 2.38 pie L roof = 0.72 m 2.38L bottom = 0.38 m 1.24 pie L bottom = 0.38 m 1.24L = 18.60 m 61.02 pie L = 18.60 m 61.02Dia. tubo = 12.00 in Dia. tubo = 12.00 inSchedule = 40.00 Schedule = 40.00r = 4.37 in r = 4.37 inL/r = 167.63 L/r = 167.63t/R = 0.02 t/R = 0.02Y = 1.00 Y = 1.00Cc = 129.23 Cc = 129.23Fa max = 7,326.37 psi Fa max = 7,326.37 psiFa = 445.58 psi 202.54 Kg Fa = 508.11 psi 230.96

Cumple! Cumple!DISEO DE LA COLUMNA CENTRAL C3

Pv = 11,162.54 lbL roof = 0.72 m 2.38 pieL bottom = 0.38 m 1.24 pieL = 18.60 m 61.02 pieDia. tubo = 12.00 inSchedule = 40.00r = 4.37 inL/r = 167.63t/R = 0.02Y = 1.00Cc = 129.23Fa max = 7,326.37 psiFa = 709.33 psi 322.42 Kg

Cumple!DISEO DEL CAPITEL CENTRAL

Por flexinP = 7,176.35 lb M = 56,589.53 lb-inAncho viga = 2.25 in b = 101.25 inEsp. entre vigas = 1.13 in t = 0.16 in

3.38 in t real = 0.50 inCri = 101.25 in Verificacin por corte OKr = 16.11 in Fv = 14,400.00 psire = 19.11 in fv = 141.76 psiDia mnimo = 38.23 fv

Pgina 3]

piepiepie

Kg

Pgina 3]

Tubos

Pgina 55

5S 3 Column No 1 2 310S 4 SCHEDULE 40 40 4020 5 PIPE DIA 12 12 1230 6 THICKNESS 0.406 0.406 0.406 in40 7 OD 12.75 12.75 12.75 in

STD 8 DI 11.938 11.938 11.938 in60 9 A 15.74 15.74 15.74 in280 10 I 300.29 300.29 300.29 in4XS 11 r 4.37 4.37 4.37100 12 Weight lb/ft 53.53 53.53 53.53120 13140 14160 15XXS 16

Nominal Out-pipe sidesize diameter, Extra

in 5S 10S 20 30 40 STD 60 80 heavy0.5 0.84 0.065 0.083 0.109 0.109 0.147 0.147

0.75 1.05 0.065 0.083 0.113 0.113 0.154 0.1541 1.315 0.065 0.109 0.133 0.133 0.179 0.179

1.25 1.66 0.065 0.109 0.14 0.14 0.191 0.1911.5 1.9 0.065 0.109 0.145 0.145 0.2 0.22 2.375 0.065 0.109 0.154 0.154 0.218 0.218

2.5 2.875 0.083 0.12 0.203 0.203 0.276 0.2763 3.5 0.083 0.12 0.216 0.216 0.3 0.3

3.5 4 0.083 0.12 0.226 0.226 0.318 0.3184 4.5 0.083 0.12 0.237 0.237 0.337 0.337

4.5 5 0.247 0.3555 5.563 0.109 0.134 0.258 0.258 0.375 0.3756 6.625 0.109 0.134 0.28 0.28 0.432 0.4327 7.675 0.301 0.58 8.625 0.109 0.148 0.25 0.277 0.322 0.322 0.406 0.5 0.59 9.625 0.342 0.5

10 10.75 0.134 0.165 0.25 0.307 0.365 0.365 0.5 0.593 0.5

Tubos

Pgina 56

11 11.75 0.375 0.512 12.75 0.165 0.18 0.25 0.33 0.406 0.375 0.562 0.687 0.514 14 0.312 0.375 0.437 0.375 0.593 0.75 0.516 16 0.312 0.375 0.5 0.375 0.656 0.843 0.518 18 0.312 0.437 0.562 0.375 0.75 0.937 0.520 20 0.375 0.5 0.593 0.375 0.812 1.031 0.524 24 0.375 0.562 0.687 0.375 0.968 1.218 0.530 30 0.25 0.312 0.5 0.625 0.75 0.375 0.532 32 0.312 0.5 0.688 0.375 0.534 34 0.312 0.5 0.625 0.688 0.37536 36 0.312 0.5 0.625 0.75 0.37542 42 0.625 0.75 0.375 0.548 48 0.375 0.5

Tubos

Pgina 57

Doubleextra

100 120 140 160 heavy f t0.187 0.294 0.0270.218 0.308 0.0250.25 0.358 0.0230.25 0.382 0.022

0.281 0.4 0.0210.343 0.436 0.0190.375 0.552 0.0180.437 0.6 0.018

0.6360.437 0.531 0.674 0.017

0.710.5 0.625 0.75 0.016

0.562 0.718 0.864 0.0150.875

0.593 0.718 0.812 0.906 0.875 0.014

0.718 0.843 1 1.125 0.014

Tubos

Pgina 58

0.843 1 1.125 1.312 0.0130.937 1.093 1.25 1.406 0.0131.031 1.218 1.437 1.593 0.0131.156 1.375 1.562 1.781 0.0121.28 1.5 1.75 1.968 0.012

1.531 1.812 2.062 2.343 0.0120.0110.0110.0110.0110.0110.011

Materiales

Pgina 59

Permissible Plate Materials and Allowable Stresses(Pounds per Square Inch)

Minimum Minimum Product HydrostaticPlate Yield Tensile Design Test

Specification Grade Strength Strength Stress Sd Stress StA131 C 30000 55000 20000 22500A36 36000 58000 23200 24900

Pgina 2

ESTABILIDAD DEL TANQUE DEBIDO A LA PRESION DEL VIENTO

Presin = 18.00 lb/pie2 API 5.2.1(k)Velocidad del viento = 15 m/hPresin corregida = 0.28 lb/pie2Fuerza del viento = 1,218 lbMomento de volteo Mw = 34,953 Lb-pieMpi = 0.00Peso cilindro s/m.corros. = 462,551 lbPeso muerto = 120,356 lbW = 582,906 lbMdl = (W*D/2) = 21,987,232 lb-pie

WL = 2,725 (lbf/pie)1.25*HL*D*Gespecifica = 4,980wL = 645,832 lbfMf peso del liquido = 24,360,778 Lb-pie

0.6Mw + Mpi < Mdl/1.5 CumpleMw+0.4Mpi < (Md+Mf)/2 Cumple

El tanque no requiere anclajes

Presin sobre el techo = 30 lb/pie2Presin corregida = 0.46875 lb/pie2U = No aplica lbfEspaciamiento max. Anclajes = 10 ftCantidad min. de anclajes = No aplicaCantidad de diseo de pernos = 0 (Colocar a criterio) Ingresar un # mayor a 4Espaciamiento real = No aplicaTensin en el perno = No aplicaDimetro pernos de anclaje = 0 (Colocar a criterio)Esfuerzo a la tensin = No Aplica No hay anclajes

Pgina 3

DISEO SISMICOA) ESTABILIDAD AL VOLTEOD/H = 1.31 Vir t(in) h(ft) t x hSite Class = B API E.4.4

= 0.60 1 1.25 3.94 4.92Parmetros de aceleracin, cortos periodos Ss = 1.50 2 1.25 11.81 14.76Coeficiente de Aceleracin Fa 1.00 Tabla E-1 3 1.00 19.68 19.68Coeficiente de Velocidad Fv = 1.00 Tabla E-2 4 1.00 27.55 27.55

= 1.00 %g 5 0.75 35.42 26.57Coeficiente de Importancia I = 1.00 Tabla E-5 6 0.63 43.30 27.06

= 4.00 Table E-4 7 0.50 51.17 25.58Coeficiente de aceleracin impulsivo Ai = 0.25 Cumple! 8 0.50 59.04 29.52Peso total del contenido del tanque Wp = 29,458,291 lb 9 0.00 0.00 0.00Peso de la porcin impulsiva del liquido Wi = 21,018,070 API E.6.1.1 10 0.00 0.00 0.00Altura de accin de la fuerza impulsiva Xi = 21.61 API E.6.1.2 11 0.00 0.00 0.00Peso total del cilindro Ws = 525,775 lb 12 0.00 0.00 0.00Altura del centro de gravdad del cilindro Xs = 25.55 ft 6.88 175.64Peso total del techo Wr = 101,606 lbAltura del centro de gravedad del techo Xr = 58.19 ftFactor de escala del nivel de diseo Q = 0.67 API E.4.6.1Coeficiente para ajustar la aceleracin espectral K = 1.50

= 2.00 Table E-4Aceleracin espectral en cualquier periodo Sa = 0.40 %g

= 0.58 lb-ft (API E.4.5.2)5.04 s (API E.4.5.2)

= 4.00 s (API E.4.6.1)= 0.40 %g

Coeficiente de aceleracin convectivo Ac = 0.05 Cumple!Peso de la porcin convectiva del liquido Wc = 8,838,203 lb/ft (API E.6.1.1)Altura de accin de la fuerza convectiva Xc = 39.22 ft (API E.6.1.2)

= 119,507,406 ft-lb= 18.31 lbf/ft= 2,236.76 lbf/ft= 0.00 %g (API E.6.1.3)= 5,776.63 Cumple (API E.6.2.1.1)

1.28HDG = 10,198.62= 5,776.63= 0.00 lbf/ft

Ratio de anclaje J = 2.62CONCLUSION SEGN API E.6.2.1.1.1:

J>1.54 El Tanque es inestable al volteo y requiere anclajes

VERIFICACION POR COMPRESIONClculo de la Mxima Fuerza de Comprensin Longitudinal en la base del casco:Para J

Pgina 3

= No aplica (API E 6.2.2)Para J>1.54:

= 2,414.00 (API E 6.2.2)

Mximo esfuerzo de compresin admisible en el casco:= 601,081.10

Mximo esfuerzo de compresin admisible Fc = 11,468.41 lb/pulg2Correcto, s no excede a Fc (API E 6.2.2)Correcto! Fc es menor que 0.5Fy (18,000 lb/pulg2) (API E 6.2.2)

ANCLAJESEspaciamiento mximo entre pernos de anclaje = 10 pies (API 3.12.3, E.7.1.2)Cantidad mnima de pernos de anclaje = 24.00 pernos Cumple #pernos >6Cantidad de diseo pernos de anclaje = 35.00 (Colocar a criterio)Espaciamiento real = 6.77 pies Correcto!

= 165,864 lb Fy=45,000 lb/pulg2Dimetro de los pernos de anclaje = 2.5 in (Colocar a criterio)Esfuerzo a la tensin (Debe se menor a 0,8*Fy) = 33,790 Correcto!

Viga tope

4 Pgina 4

VIGAS TOPE E INTERMEDIA CONTRA EL VIENTO

Viga tope bMdulo de seccin Z = 0.51 in3 a = 2.5 in c

b = 2.5 in at = 0.25 int shell = 0.25 inc = 0.5 in t shellL = 7A = 4.125c1 = 3.61364c2 = 1.38636I = 15.9077 in4S = 4.40 in3

Usar =2 L 2 1/2 x 2 1/2 x 1/4 (API 5.9.3.1)Peso = 871.78 KgDistancia soportes = 60 in (API 5.9.5)Vigas intermediasAltura maxima sin

atiesador = 1831.381 ft

Wtr1 = 60.08 in2 = 60.08 in3 = 67.18 in4 = 67.18 in5 = 77.57 in6 = 84.97 in7 = 95.00 in8 = 95.00 in9 = 0.00 in

10 = 0.00 in11 = 0.00 in12 = 0.00 in

607.05 in

Altura transformada 50.59 ftHt>Htr luego no lleva viga intermediaNumero de anillos No aplicaN No aplicahtr separacion transf. No aplica

4 Pgina 4

VIGAS TOPE E INTERMEDIA CONTRA EL VIENTO

Viga tope bMdulo de seccin Z = 0.51 in3 a = 3 in c

b = 3 in at = 0.25 int shell = 0.1875 inc = 0.25 in t shellL = 6.25A = 2.60938c1 = 1.85348c2 = 1.14652I = 4.51989 in4S = 2.44 in3

Usar = L 3 x 3 x 1/4Peso = 527.65 KgDistancia soportes = 72 in Vigas intermediasAltura maxima sin

atiezador Ht = 892.14 ft

Wtr1 = 60.08 in2 = 60.08 in3 = 67.18 in4 = 67.18 in5 = 77.57 in6 = 84.97 in7 = 95.00 in8 = 95.00 in9 = 0.00 in

10 = 0.00 in11 = 0.00 in12 = 0.00 in

607.05 in

Altura transformada 50.59 ftHt>Htr luego no lleva viga intermediaNumero de anillos No aplicaN No aplicahtr separacion transf. No aplica

TanqueTechoVigas principalesMomentosPerfilesColumnasTubosMaterialesVientoSismoViga topeViga tope 2