C+ílculo y Dise+¦o de Tanques para Almacenamiento de Petroleo seg+¦n API 650
Calculo Tanques API 650
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Transcript of Calculo Tanques API 650
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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
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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
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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
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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 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
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Pgina 2]
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Pgina 2]
726030
Vg3(anillo interior)piespies
lb/piein4
in3inin2ininin2ininlb/pielb/pielb lblblb-pieinin
in3
lb/in2lb
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Pgina 2]
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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
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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
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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
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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
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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
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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
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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
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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
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Pgina 3]
piepiepie
Kg
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Pgina 3]
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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
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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
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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
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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
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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
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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
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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
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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!
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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
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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