prontuariovigas
TRANSCRIPT
Notas- P* se refiere a la carga puntual mayorada, para el cálculo de esfuerzos y reacciones
- P se refiere a la carga puntual característica, para deformaciones
- q* se refiere a la carga distribuida mayorada, para el cálculo de esfuerzos y reacciones
- q se refiere a la carga distribuida característica, para deformaciones
- Fy es el limite elástico del acero (235, 275, 355, 420 ó 460)
- Si introduce un valor de D (diámetro) = 0, se entiende que el perfil es cuadrado o rectangular
- Si D (diámetro) <> 0, se entiende que el perfil es circular, pese a que H y B sean distintos de cero
- H es la altura del perfil (normalmente el canto).
- B es la base del perfil
- Esta hoja de cálculo recomendará sólo perfiles del tipo de sección que usted haya introducido.
- Esta hoja de cálculo advierte sobre efectos locales considerando que el perfil está sometido a flexión pura.
Para otras combinaciones de carga consultar la Guía de Diseño 2 del CIDECT o el Eurocódigo 3.
Casos IncluidosViga biapoyada con carga puntual
Viga biapoyada con 2 cargas puntuales simétricas
Viga biapoyada con carga uniforme descentrada
Viga biapoyada con carga triangular ascendente
Viga biapoyada con carga triangular descendente
Viga biempotrada con carga puntual
Viga biempotrada con 2 cargas puntuales simétricas
Viga biempotrada con carga uniforme descentrada
Viga biempotrada con carga triangular ascendente
Viga biempotrada con carga triangular descendente
Viga en voladizo con carga puntual
Viga en voladizo con carga uniforme
Viga en voladizo con carga triangular ascendente
Viga en voladizo con carga triangular descendente
Correas continuas de dos tramos
© 2000, Instituto para la Construcción Tubular
Viga biapoyada con carga puntual ResultadosDatos Reacciones
P* = 300.0 kN 150.0 kN 0.0 kNm
P = 210.0 kN 150.0 kN 0.0 kNm
L = 12.0 m Cortantes Flectores
a = 6.0 m V(x) = 150.0 kN M(x) = 150.0 kNm
b = 6.0 m 150.0 kN 900.0 kNm
x = 1.00 m en x = 6.0 m en x = 6.0 m
Fy= 355 2535.21
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 600.0 mm D = 0.0 mm
RHS 600x200x12,5 2558.34 146.83 76750.32 B = 200.0 mm T = 12.5 mm
RHS 500x400x10 2573.37 135.46 64334.26 Flechas
RHS 400x300x20 2606.99 193.76 52139.86 f(x) = Err:508 m
RHS 450x350x14 2662.16 163.08 59898.70 Err:508 m en x= 6.00 m
RHS 600x400x8 2689.00 121.87 80669.90 = 1/ Err:508
RHS 500x200x20 2717.35 193.76 67933.78
RHS 600x300x10 2722.47 135.46 81674.19
RHS 500x300x14 2757.14 163.08 68928.56
RHS 600x200x14 2807.43 163.08 84222.82
RHS 450x350x16 2965.65 184.30 66727.11
RHS 500x400x12 2995.80 160.19 74895.02
RHS 500x300x16 3070.53 184.30 76763.26
RHS 500x400x12,5 3103.51 166.45 77587.86
RHS 600x200x16 3120.78 184.30 93623.52
RHS 600x300x12 3164.20 160.19 94926.03
RHS 450x350x18 3250.73 204.99 73141.35
RHS 600x300x12,5 3277.53 166.45 98325.84
RHS 600x400x10 3302.70 151.16 99080.85
RHS 500x300x18 3364.56 204.99 84113.98
RHS 600x200x18 3412.92 204.99 102387.75 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
Vmáx = Mmáx =
N/mm2 Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =
Viga biapoyada con 2 cargas puntuales simétricas ResultadosDatos Reacciones
P* = 150.0 kN 150.0 kN 0.0 kNm
P = 105.0 kN 150.0 kN 0.0 kNm
L = 12.0 m Cortantes Flectores
a = 4.0 m V(x) = 0.0 kN M(x) = 600.0 kNm
x = 6.00 m 150.0 kN 600.0 kNm
Fy= 355 en x = 0.0 m en x = 6.0 m
1690.14
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 600.0 mm D = 0.0 mm
RHS 500x300x8 1712.20 96.75 42805.10 B = 200.0 mm T = 10.0 mm
RHS 400x250x14 1738.11 130.11 34762.24 Flechas
RHS 600x200x8 1754.37 96.75 52631.08 f(x) = Err:508 m
RHS 450x150x18 1756.87 148.47 39529.59 Err:508 m en x= 6.00 m
RHS 400x200x18 1762.96 148.47 35259.14 = 1/ Err:508
RHS 400x300x12 1764.20 122.51 35283.94
RHS 400x300x12,5 1824.43 127.20 36488.52
RHS 500x200x12 1852.48 122.51 46311.98
RHS 500x400x7 1855.09 96.05 46377.25
RHS 450x150x20 1872.92 162.36 42140.79
RHS 500x400x7,1 1879.76 97.38 46994.06
RHS 400x200x20 1884.33 162.36 37686.52
RHS 500x200x12,5 1914.97 127.20 47874.31
RHS 400x250x16 1922.43 146.62 38448.65
RHS 400x300x14 1998.97 141.10 39979.39
RHS 450x350x10 2018.59 119.76 45418.25
RHS 400x250x18 2091.53 162.60 41830.58
RHS 500x300x10 2093.10 119.76 52327.60
RHS 500x200x14 2095.61 141.10 52390.27
RHS 500x400x8 2099.54 109.31 52488.51 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
Vmáx = Mmáx =
N/mm2
Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =
Viga biapoyada con carga uniforme Datos Resultadosq* = 3.6 kN/m Reacciones
q = 2.4 kN/m 10.8 kN 0.0 kNm
L = 6.0 m 10.8 kN 0.0 kNm
a = 3.0 m Cortantes Flectores
b = 3.0 m V(x) = 0.0 kN M(x) = 16.2 kNm
c = 6.0 m 10.8 kN 16.2 kNm
x = 3.00 m en x = 0.0 m en x = 3.0 m
Fy= 355 45.63
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 180.0 mm D = 0.0 mm
RHS 100x60x8 46.04 16.36 230.18 B = 60.0 mm T = 6.0 mm
RHS 110x70x5 46.84 12.84 257.62 Flecha
RHS 140x80x3 47.77 9.90 334.40 f(x) = Err:508 m
RHS 120x60x5 47.83 12.84 286.97 = 1/ Err:508 (NO es flecha máxima)
RHS 150x70x3 48.45 9.90 363.39
RHS 160x60x3 48.73 9.90 389.86
RHS 120x80x4 49.10 11.73 294.59
RHS 100x60x10 49.68 19.28 248.41
RHS 140x60x4 50.80 11.73 355.59
RHS 150x50x4 50.85 11.73 381.39
RHS 100x80x6 51.68 15.10 258.39
RHS 110x70x6 53.57 15.10 294.63
RHS 120x60x6 54.67 15.10 328.01
RHS 140x100x3 55.82 10.84 390.71
RHS 150x90x3 57.10 10.84 428.22
RHS 160x80x3 57.98 10.84 463.81
RHS 120x100x4 58.07 12.99 348.43
RHS 180x60x3 58.54 10.84 526.85
RHS 120x80x5 58.86 14.41 353.14
RHS 100x80x8 59.61 18.87 298.06 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
Vmáx = Mmáx =
N/mm2 Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
Viga biapoyada con carga triangular ascendente ResultadosDatos Reacciones
q* = 50.0 kN/m 100.0 kN 0.0 kNm
q = 35.0 kN/m 50.0 kN 0.0 kNm
L = 12.0 m Cortantes Flectores
a = 6.0 m V(x) = -35.4 kN M(x) = 312.8 kNm
b = 6.0 m 100.0 kN 326.6 kNm
x = 5.70 m en x = 0.0 m en x = 4.9 m
Fy= 355 920.00
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 400.0 mm D = 0.0 mm
RHS 300x220x12,5 947.51 91.88 14212.72 B = 200.0 mm T = 16.0 mm
RHS 400x200x8 948.72 71.63 18974.42 Flechas
RHS 300x200x14 952.49 97.14 14287.30 f(x) = Err:508 m
RHS 450x150x8 956.45 71.63 21520.08 Err:508 m
RHS 400x300x6 972.34 64.08 19446.79 = 1/ Err:508
RHS 350x150x14 977.24 97.14 17101.63
RHS 400x250x7 977.92 68.58 19558.42
RHS 400x250x7,1 990.54 69.51 19810.74
RHS 320x220x12 1009.27 92.36 16148.26
RHS 400x300x6,3 1010.63 66.92 20212.64
RHS 320x220x12,5 1041.10 95.80 16657.62
RHS 300x200x16 1041.11 108.94 15616.67
RHS 350x150x16 1065.65 108.94 18648.85
RHS 400x250x8 1102.41 77.91 22048.12
RHS 400x300x7 1113.08 74.07 22261.56
RHS 300x200x18 1118.66 120.21 16779.87
RHS 400x300x7,1 1127.56 75.09 22551.11
RHS 320x220x14 1131.93 105.93 18110.89
RHS 350x150x18 1142.00 120.21 19984.97
RHS 400x200x10 1150.13 88.36 23002.65 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
Vmáx = Mmáx =
N/mm2 Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =
Viga biapoyada con carga triangular descendente ResultadosDatos Reacciones
q* = 50.0 kN/m 125.0 kN 0.0 kNm
q = 35.0 kN/m 25.0 kN 0.0 kNm
L = 12.0 m Cortantes Flectores
a = 6.0 m V(x) = -49.3 kN M(x) = 159.9 kNm
b = 6.0 m 125.0 kN 190.8 kNm
x = 5.60 m en x = 0.0 m en x = 3.6 m
Fy= 355 537.53
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 400.0 mm D = 0.0 mm
RHS 300x200x7 557.72 52.09 8365.75 B = 200.0 mm T = 12.0 mm
RHS 300x200x7,1 564.67 52.79 8469.98 Flechas
RHS 260x180x10 566.41 63.24 7363.31 f(x) = Err:508 m
RHS 250x150x14 569.16 75.16 7114.53 Err:508 m
RHS 300x100x14 570.47 75.16 8557.01 = 1/ Err:508
RHS 260x140x14 573.13 75.16 7450.64
RHS 320x220x6 574.75 49.01 9195.97
RHS 350x150x7 576.74 52.09 10092.88
RHS 250x200x10 581.27 64.81 7265.84
RHS 350x150x7,1 583.89 52.79 10218.12
RHS 320x220x6,3 595.32 51.10 9525.16
RHS 300x100x16 610.49 83.82 9157.36
RHS 250x150x16 612.79 83.82 7659.83
RHS 260x140x16 616.55 83.82 8015.12
RHS 300x200x8 625.95 59.07 9389.27
RHS 260x180x12 634.23 73.52 8245.01
RHS 350x150x8 646.96 59.07 11321.87
RHS 260x180x12,5 652.50 76.18 8482.47
RHS 250x200x12 652.69 75.41 8158.66
RHS 320x220x7 653.86 56.49 10461.72 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
Vmáx = Mmáx =
N/mm2 Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =
Viga biempotrada con carga puntual ResultadosDatos Reacciones
P* = 300.0 kN 150.0 kN -450.0 kNm
P = 210.0 kN 150.0 kN -450.0 kNm
L = 12.0 m Cortantes Flectores
a = 6.0 m V(x) = -150.0 kN M(x) = -450.0 kNm
b = 6.0 m -150.0 kN -450.0 kNm
x = 12.00 m en x = 12.0 m en x = 12.0 m
Fy= 355 1267.61
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 450.0 mm D = 0.0 mm
RHS 450x350x6 1272.83 73.50 28638.69 B = 350.0 mm T = 6.0 mm
RHS 400x200x12 1312.42 103.67 26248.42 Flechas
RHS 450x150x12 1316.58 103.67 29623.07 f(x) = Err:508 m
RHS 450x350x6,3 1324.80 76.81 29807.93 Err:508 m en x= 6.00 m
RHS 500x200x8 1324.87 84.19 33121.69 = 1/ Err:508
RHS 400x250x10 1340.30 96.21 26805.99
RHS 320x220x18 1340.58 131.51 21449.20
RHS 400x200x12,5 1355.02 107.58 27100.50
RHS 450x150x12,5 1358.65 107.58 30569.68
RHS 450x350x7 1460.75 85.06 32866.92
RHS 400x200x14 1477.25 119.12 29545.09
RHS 450x150x14 1478.94 119.12 33276.11
RHS 450x350x7,1 1479.99 86.23 33299.86
RHS 500x300x7 1514.80 85.06 37869.96
RHS 400x300x10 1530.47 104.06 30609.32
RHS 500x300x7,1 1534.75 86.23 38368.73
RHS 400x250x12 1538.31 113.09 30766.18
RHS 400x250x12,5 1589.73 117.39 31794.51
RHS 500x200x10 1612.84 104.06 40320.93
RHS 450x150x16 1625.62 134.06 36576.49 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
Vmáx = Mmáx =
N/mm2 Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =
Viga biempotrada con 2 cargas puntuales simétricas ResultadosDatos Reacciones
P* = 150.0 kN 150.0 kN -450.0 kNm
P = 105.0 kN 150.0 kN -450.0 kNm
L = 12.0 m Cortantes Flectores
a = 6.0 m V(x) = 150.0 kN M(x) = -300.0 kNm
x = 1.00 m 150.0 kN -450.0 kNm
Fy= 355 en x = 0.0 m en x = 0.0 m
1267.61
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 450.0 mm D = 0.0 mm
RHS 450x350x6 1272.83 73.50 28638.69 B = 350.0 mm T = 6.0 mm
RHS 400x200x12 1312.42 103.67 26248.42 Flechas
RHS 450x150x12 1316.58 103.67 29623.07 f(x) = Err:508 m
RHS 450x350x6,3 1324.80 76.81 29807.93 Err:508 m en x= 6.00 m
RHS 500x200x8 1324.87 84.19 33121.69 = 1/ Err:508
RHS 400x250x10 1340.30 96.21 26805.99
RHS 320x220x18 1340.58 131.51 21449.20
RHS 400x200x12,5 1355.02 107.58 27100.50
RHS 450x150x12,5 1358.65 107.58 30569.68
RHS 450x350x7 1460.75 85.06 32866.92
RHS 400x200x14 1477.25 119.12 29545.09
RHS 450x150x14 1478.94 119.12 33276.11
RHS 450x350x7,1 1479.99 86.23 33299.86
RHS 500x300x7 1514.80 85.06 37869.96
RHS 400x300x10 1530.47 104.06 30609.32
RHS 500x300x7,1 1534.75 86.23 38368.73
RHS 400x250x12 1538.31 113.09 30766.18
RHS 400x250x12,5 1589.73 117.39 31794.51
RHS 500x200x10 1612.84 104.06 40320.93
RHS 450x150x16 1625.62 134.06 36576.49 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
Vmáx = Mmáx =
N/mm2
Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =
Viga biempotrada con carga uniforme Datos Resultadosq* = 25.0 kN/m Reacciones
q = 17.5 kN/m Err:508 kN -206.3 kNm
L = 12.0 m Err:508 kN -93.8 kNm
a = 3.0 m Cortantes Flectores
b = 9.0 m V(x) = Err:508 kN M(x) = Err:508 kNm
c = 6.0 m Err:508 kN Err:508 kNm
x = 6.00 m en x = 0.0 m en x = 0.0 m
Fy= 355 Err:508
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 250.0 mm D = 0.0 mm
Err:508 Err:508 Err:508 Err:508 B = 200.0 mm T = 10.0 mm
Err:508 Err:508 Err:508 Err:508 Flecha
Err:508 Err:508 Err:508 Err:508 f(x) = Err:508 m
Err:508 Err:508 Err:508 Err:508 = 1/ Err:508 (NO es flecha máxima)
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
Vmáx = Mmáx =
N/mm2 Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
Viga biempotrada con carga triangular ascendente ResultadosDatos Reacciones
q* = 50.0 kN/m Err:508 kN -240.0 kNm
q = 35.0 kN/m Err:508 kN -135.0 kNm
L = 12.0 m Cortantes Flectores
a = 6.0 m V(x) = Err:508 kN M(x) = Err:508 kNm
b = 6.0 m Err:508 kN Err:508 kNm
x = 9.00 m en x = 0.0 m en x = 0.0 m
Fy= 355 Err:508
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 260.0 mm D = 0.0 mm
Err:508 Err:508 Err:508 Err:508 B = 180.0 mm T = 14.0 mm
Err:508 Err:508 Err:508 Err:508 Flechas
Err:508 Err:508 Err:508 Err:508 f(x) = Err:508 m
Err:508 Err:508 Err:508 Err:508 Err:508 m en x = Err:508 m
Err:508 Err:508 Err:508 Err:508 = 1/ Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
Vmáx = Mmáx =
N/mm2 Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =
Viga biempotrada con carga triangular descendente ResultadosDatos Reacciones
q* = 50.0 kN/m Err:508 kN -172.5 kNm
q = 35.0 kN/m Err:508 kN -4.6 kNm
L = 12.0 m Cortantes Flectores
a = 6.0 m V(x) = Err:508 kN M(x) = Err:508 kNm
b = 6.0 m Err:508 kN Err:508 kNm
x = 6.00 m en x = 0.0 m en x = 0.0 m
Fy= 355 Err:508
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 320.0 mm D = 0.0 mm
Err:508 Err:508 Err:508 Err:508 B = 220.0 mm T = 5.0 mm
Err:508 Err:508 Err:508 Err:508 Flechas
Err:508 Err:508 Err:508 Err:508 f(x) = Err:508 m
Err:508 Err:508 Err:508 Err:508 Err:508 m en x = Err:508 m
Err:508 Err:508 Err:508 Err:508 = 1/ Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
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Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508
Err:508 Err:508 Err:508 Err:508 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
Vmáx = Mmáx =
N/mm2 Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =
Viga en voladizo con carga puntual ResultadosDatos Reacciones
P* = 100.0 kN 0.0 kN 0.0 kNm
P = 70.0 kN 100.0 kN -600.0 kNm
L = 6.0 m Cortantes Flectores
a = 0.0 m V(x) = -100.0 kN M(x) = 0.0 kNm
b = 6.0 m -100.0 kN -600.0 kNm
x = 0.00 m en x = 6.0 m en x = 6.0 m
Fy= 355 1690.14
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 500.0 mm D = 0.0 mm
RHS 500x300x8 1712.20 96.75 42805.10 B = 400.0 mm T = 16.0 mm
RHS 400x250x14 1738.11 130.11 34762.24 Flechas
RHS 600x200x8 1754.37 96.75 52631.08 f(x) = Err:508 m
RHS 450x150x18 1756.87 148.47 39529.59 Err:508 m en x= 0.00 m
RHS 400x200x18 1762.96 148.47 35259.14 = 1/ Err:508
RHS 400x300x12 1764.20 122.51 35283.94
RHS 400x300x12,5 1824.43 127.20 36488.52
RHS 500x200x12 1852.48 122.51 46311.98
RHS 500x400x7 1855.09 96.05 46377.25
RHS 450x150x20 1872.92 162.36 42140.79
RHS 500x400x7,1 1879.76 97.38 46994.06
RHS 400x200x20 1884.33 162.36 37686.52
RHS 500x200x12,5 1914.97 127.20 47874.31
RHS 400x250x16 1922.43 146.62 38448.65
RHS 400x300x14 1998.97 141.10 39979.39
RHS 450x350x10 2018.59 119.76 45418.25
RHS 400x250x18 2091.53 162.60 41830.58
RHS 500x300x10 2093.10 119.76 52327.60
RHS 500x200x14 2095.61 141.10 52390.27
RHS 500x400x8 2099.54 109.31 52488.51 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
Vmáx = Mmáx =
N/mm2 Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =
Viga en voladizo con carga uniforme ResultadosDatos Reacciones
q* = 15.0 kN/m 0.0 kN 0.0 kNm
q = 10.0 kN/m 90.0 kN -270.0 kNm
L = 6.0 m Cortantes Flectores
x = 6.00 m V(x) = -90.0 kN M(x) = -270.0 kNm
Fy= 355 -90.0 kN -270.0 kNm
en x = 6.0 m en x = 6.0 m
760.56
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 400.0 mm D = 0.0 mm
RHS 260x180x16 763.31 93.86 9923.00 B = 200.0 mm T = 16.0 mm
RHS 400x200x6,3 766.49 57.03 15329.74 Flechas
RHS 450x150x6,3 773.52 57.03 17404.31 f(x) = Err:508 m
RHS 350x150x10 778.62 72.66 13625.80 Err:508 m en x= 0.00 m
RHS 300x220x10 810.27 75.80 12154.03 = 1/ Err:508
RHS 400x200x7 842.76 63.08 16855.27
RHS 450x150x7 850.15 63.08 19128.35
RHS 300x200x12 852.52 84.83 12787.83
RHS 400x200x7,1 853.52 63.94 17070.37
RHS 400x250x6 855.90 59.37 17118.07
RHS 450x150x7,1 860.95 63.94 19371.28
RHS 350x150x12 876.51 84.83 15339.00
RHS 300x200x12,5 878.59 87.95 13178.86
RHS 320x220x10 888.11 78.94 14209.76
RHS 400x250x6,3 888.56 61.98 17771.19
RHS 350x150x12,5 902.86 87.95 15800.08
RHS 300x220x12 918.92 88.59 13783.74
RHS 300x220x12,5 947.51 91.88 14212.72
RHS 400x200x8 948.72 71.63 18974.42
RHS 300x200x14 952.49 97.14 14287.30 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
N/mm2 Vmáx = Mmáx =
Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =
Viga en voladizo con carga triangular ascendente ResultadosDatos Reacciones
q* = 15.0 kN/m 0.0 kN 0.0 kNm
q = 10.0 kN/m 90.0 kN -360.0 kNm
L = 12.0 m Cortantes Flectores
x = 0.00 m V(x) = 0.0 kN M(x) = 0.0 kNm
Fy= 355 -90.0 kN -360.0 kNm
en x = 12.0 m en x = 12.0 m
1014.08
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 500.0 mm D = 0.0 mm
RHS 320x220x12,5 1041.10 95.80 16657.62 B = 300.0 mm T = 14.0 mm
RHS 300x200x16 1041.11 108.94 15616.67 Flechas
RHS 350x150x16 1065.65 108.94 18648.85 f(x) = Err:508 m
RHS 400x250x8 1102.41 77.91 22048.12 Err:508 m en x= 0.00 m
RHS 400x300x7 1113.08 74.07 22261.56 = 1/ Err:508
RHS 300x200x18 1118.66 120.21 16779.87
RHS 400x300x7,1 1127.56 75.09 22551.11
RHS 320x220x14 1131.93 105.93 18110.89
RHS 350x150x18 1142.00 120.21 19984.97
RHS 400x200x10 1150.13 88.36 23002.65
RHS 450x150x10 1158.00 88.36 26054.92
RHS 500x200x7 1174.51 74.07 29362.67
RHS 500x200x7,1 1189.74 75.09 29743.39
RHS 320x220x16 1242.28 118.98 19876.46
RHS 400x300x8 1256.09 84.19 25121.83
RHS 450x350x6 1272.83 73.50 28638.69
RHS 400x200x12 1312.42 103.67 26248.42
RHS 450x150x12 1316.58 103.67 29623.07
RHS 450x350x6,3 1324.80 76.81 29807.93
RHS 500x200x8 1324.87 84.19 33121.69 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
N/mm2 Vmáx = Mmáx =
Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =
Viga en voladizo con carga triangular descendente ResultadosDatos Reacciones
q* = 15.0 kN/m 0.0 kN 0.0 kNm
q = 10.0 kN/m 45.0 kN -180.0 kNm
L = 6.0 m Cortantes Flectores
x = 0.00 m V(x) = 0.0 kN M(x) = 0.0 kNm
Fy= 355 -45.0 kN -180.0 kNm
en x = 6.0 m en x = 6.0 m
507.04
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 400.0 mm D = 0.0 mm
RHS 300x200x6,3 508.29 47.14 7624.39 B = 250.0 mm T = 12.5 mm
RHS 220x180x12,5 508.75 68.33 5596.28 Flechas
RHS 350x150x6 508.96 45.24 8906.87 f(x) = Err:508 m
RHS 250x150x12 516.63 65.99 6457.90 Err:508 m en x= 0.00 m
RHS 300x100x12 520.55 65.99 7808.31 = 1/ Err:508
RHS 260x140x12 520.60 65.99 6767.76
RHS 350x150x6,3 525.81 47.14 9201.63
RHS 300x220x6 525.93 47.13 7888.92
RHS 250x150x12,5 530.61 68.33 6632.67
RHS 300x100x12,5 533.97 68.33 8009.59
RHS 260x140x12,5 534.60 68.33 6949.76
RHS 300x200x7 557.72 52.09 8365.75
RHS 300x200x7,1 564.67 52.79 8469.98
RHS 260x180x10 566.41 63.24 7363.31
RHS 250x150x14 569.16 75.16 7114.53
RHS 300x100x14 570.47 75.16 8557.01
RHS 260x140x14 573.13 75.16 7450.64
RHS 320x220x6 574.75 49.01 9195.97
RHS 350x150x7 576.74 52.09 10092.88
RHS 250x200x10 581.27 64.81 7265.84 © 2000, Instituto para la Construcción Tubular
RA = MA =
RB = MB =
N/mm2 Vmáx = Mmáx =
Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =
Correas continuas de dos tramos ResultadosDatos Reacciones
q* = 5.8 kN/m 13.0 kN
q = 4.0 kN/m 43.5 kN
L = 6.0 m Flectores
Fy= 355 14.6 kNm en x = 2.25 m
-26.1 kNm en x = 6.0 m
73.52
Deformaciones
Perfiles adecuados: Peso Inercia Perfil
Designación Kg/m H = 160.0 mm D = 0.0 mm
RHS 140x80x5 73.87 15.98 517.06 B = 80.0 mm T = 4.0 mm
RHS 180x90x3 74.21 12.25 667.85 Flechas
RHS 150x130x3 74.39 12.72 557.89 Err:508 m
RHS 150x50x7 74.57 19.12 559.30 = 1/ Err:508
RHS 160x80x4 74.71 14.25 597.71
RHS 150x70x5 74.86 15.98 561.45
RHS 200x70x3 74.97 12.25 749.68
RHS 140x60x7 74.99 19.12 524.93
RHS 160x60x5 75.19 15.98 601.52
RHS 180x60x4 75.35 14.25 678.19
RHS 160x120x3 76.47 12.72 611.73
RHS 150x100x4 79.28 14.87 594.60
RHS 120x80x8 79.31 21.39 475.83
RHS 180x100x3 79.43 12.72 714.84
RHS 150x50x8 80.59 21.39 604.42
RHS 120x100x6 80.68 18.87 484.11
RHS 200x80x3 80.79 12.72 807.90
RHS 160x90x4 80.80 14.87 646.39
RHS 140x60x8 81.22 21.39 568.52
RHS 170x80x4 81.79 14.87 695.18 © 2000, Instituto para la Construcción Tubular
RA =
RB =
N/mm2 M1 =
Mmáx =
Módulo Elástico mínimo (Wel) = cm3
Wel
cm3 cm4
fmáx =