Diseño Torsión Indet Viga

Diseo Flexin

CondicionesMu KN.m
Author: Celda para introducir el momentoMn KN.mAs req cm2
Author: Celda para que me cambie de valor.As a colocar cm2
Author: C.10.5.3 - Los requisitos de As mn no necesitan ser aplicados si en cada seccin el As proporcionado es al menos un tercio superior al requerido por anlisis.As sum cm2Barras N0.Simplemente Reforzada?Mn resist KN.mMu resist KN.mb10.85fc 21MpaVIGA CARGUERA EJE C PISO 11(-)0.000.000.00SI0.000.00fy420Mpa1(+)0.000.000.00SI0.000.00bw0.4m13(+)0.000.000.00SI0.000.00r 0.06m3(-)0.000.000.00SI0.000.00h0.4m3(+)0.000.000.00SI0.000.00d0.34m3(-)80.1489.046.616.617.964#5SI105.8495.2672.760.33f0.93(+)22.0124.461.742.313.982#5SI54.8849.39euc0.003034(+)32.5536.172.593.453.982#5SI54.8849.39ey0.00214(-)77.4486.046.386.387.964#5SI105.8495.26ey mx0.00504(+)17.0118.901.341.783.982#5SI54.8849.394(-)71.0878.985.825.825.973#5SI80.8572.76Resultados4(+)27.4730.522.182.903.982#5SI54.8849.39Cbal20.00cm45(+)26.8629.842.132.833.982#5SI54.8849.39Cmx12.75cm5(-)69.8177.575.715.715.973#5SI80.8572.76abal17.00cm5(+)28.3031.442.252.993.982#5SI54.8849.39amx10.84cm^25(-)70.0977.885.745.745.973#5SI80.8572.76Asbal28.90cm^25(+)28.2431.382.242.983.982#5SI54.8849.39Asmx18.42KN.m56(+)27.3930.432.172.893.982#5SI54.8849.3972.76Mnbal309.52KN.m6(-)69.7377.485.715.715.973#5SI80.8572.76Mnmx221.16KN.m6(+)28.5931.772.273.023.982#5SI54.8849.39Mubal201.19KN.m6(-)70.1377.925.745.745.973#5SI80.8572.76Mumx199.04KN.m6(+)28.2031.332.242.983.982#5SI54.8849.39Asmn4.53cm^267(+)27.3930.432.172.893.982#5SI54.8849.397(-)69.7077.445.705.705.973#5SI80.8572.76r mx
Author: Observacin: Debe cumplir con lo dispuesto en C.21.5.2.1 donde la cuanta de refuerzo no debe exceder de 0,0250.0250cm^27(+)28.6331.812.273.023.982#5SI54.8849.39Cuanta0.0135cm^27(-)70.1177.905.745.745.973#5SI80.8572.767(+)28.2331.372.242.983.982#5SI54.8849.39Asmn M(+)(-)
Author: C.21.5.2.2 - La resistencia a momento negativo o positivo, en cualquier seccin a lo largo de la longitud del elemento, debe ser menor a un cuarto de la resistencia mxima a momento proporcionada en la cara de cualquiera de los nodos.1.99cm^278(+)27.4130.452.172.893.982#5SI54.8849.398(-)69.7177.465.715.715.973#5SI80.8572.768(+)28.6531.832.273.023.982#5SI54.8849.39Espacio Confin.
Author: C.21.5.2.3 - El espaciamiento del refuerzo transversal que confina las barras traslapadas no debe exceder al menor entre d/4 y 100 mm.9cm8(-)69.6077.335.705.705.973#5SI80.8572.7610cm8(+)28.6131.792.273.023.982#5SI54.8849.39Smn9cm89(+)27.6730.742.192.923.982#5SI54.8849.399(-)69.3677.075.685.685.973#5SI80.8572.769(+)28.5831.752.273.023.982#5SI54.8849.39Base0.5m9(-)65.2772.525.325.325.973#5SI80.8572.76b/20.25m9(+)34.7838.642.773.693.982#5SI54.8849.39910(+)25.3628.182.012.673.982#5SI54.8849.3910(-)70.4878.315.775.775.973#5SI80.8572.7610(+)38.1642.403.054.065.973#5SI80.8572.76

Mu KN.m
Author: C.10.5.3 - Los requisitos de As mn no necesitan ser aplicados si en cada seccin el As proporcionado es al menos un tercio superior al requerido por anlisis.As sum cm2Barras N0.Simplemente Reforzada?Mn resist KN.mMu resist KN.m

VIGA CARGUERA EJE B PISO 22(-)0.000.000.00SI0.000.002(+)0.000.000.00SI0.000.0023(+)0.000.000.00SI0.000.003(-)0.000.000.00SI0.000.003(+)0.000.000.00SI0.000.003(-)78.5687.296.486.487.964#5SI105.8495.263(+)22.6025.111.792.383.982#5SI54.8849.3934(+)28.2331.372.242.983.982#5SI54.8849.394(-)72.6080.675.965.965.973#5SI80.8572.764(+)22.4824.981.782.363.982#5SI54.8849.394(-)69.3577.065.675.675.973#5SI80.8572.764(+)32.0735.632.553.393.982#5SI54.8849.3945(+)25.3128.122.002.673.982#5SI54.8849.395(-)69.0076.675.645.645.973#5SI80.8572.765(+)31.8535.392.533.373.982#5SI54.8849.395(-)69.6077.335.705.705.973#5SI80.8572.765(+)31.7235.242.523.363.982#5SI54.8849.3956(+)25.5928.432.032.703.982#5SI54.8849.396(-)68.3875.985.595.595.973#5SI80.8572.76As sum cm2BarrasMn resist KN.mMu resist KN.mPunto Terico6(+)32.9036.562.623.483.982#5SI54.8849.396(-)69.5577.285.695.695.973#5SI80.8572.76Luz 1A(-)0.000.006(+)31.7535.282.533.363.982#5SI54.8849.3967(+)25.6228.472.032.703.982#5SI54.8849.397(-)68.3775.975.595.595.973#5SI80.8572.767(+)32.9336.592.623.493.982#5SI54.8849.397(-)69.5477.275.695.695.973#5SI80.8572.767(+)31.7735.302.533.363.982#5SI54.8849.3978(+)25.6528.502.032.703.982#5SI54.8849.398(-)68.3375.925.595.595.973#5SI80.8572.768(+)32.9736.632.623.493.982#5SI54.8849.398(-)68.7076.335.625.625.973#5SI80.8572.768(+)32.6236.242.603.453.982#5SI54.8849.3989(+)25.9528.832.062.733.982#5SI54.8849.399(-)68.6476.275.615.615.973#5SI80.8572.769(+)32.7536.392.613.473.982#5SI54.8849.399(-)61.3668.184.994.995.973#5SI80.8572.769(+)38.9043.223.114.145.973#5SI80.8572.76910(+)23.3925.991.852.463.982#5SI54.8849.3910(-)70.5978.435.785.785.973#5SI80.8572.7610(+)36.5340.592.923.883.982#5SI54.8849.39

AB(+)0.000.00Mu KN.m
Author: C.10.5.3 - Los requisitos de As mn no necesitan ser aplicados si en cada seccin el As proporcionado es al menos un tercio superior al requerido por anlisis.As sum cm2Barras N0.Simplemente Reforzada?Mn resist KN.mMu resist KN.mB(-)0.000.006.5Luz 2B(-)0.000.00VIGA PERIMETRAL EJE A PISO 12(-)0.000.000.00SI0.000.00BC(+)0.000.002(+)0.000.000.00SI0.000.00C(-)0.000.00523(+)0.000.000.00SI0.000.00Luz 3C(-)0.000.003(-)0.000.000.00SI0.000.00CD(+)0.000.003(+)0.000.000.00SI0.000.00D(-)0.000.003(-)75.5783.976.216.217.964#5SI105.8495.2672.76Luz 4D(-)0.000.003(+)47.2152.463.804.535.973#5SI80.8572.7649.39DE(+)0.000.0034(+)16.3418.161.291.713.982#5SI54.8849.39E(-)0.000.004(-)71.1579.065.835.835.973#5SI80.8572.764(+)42.4147.123.404.525.973#5SI80.8572.764(-)70.0377.815.735.735.973#5SI80.8572.764(+)48.5153.903.914.535.973#5SI80.8572.7645(+)20.1122.341.592.113.982#5SI54.8849.395(-)68.9576.615.645.645.973#5SI80.8572.765(+)49.0654.513.954.535.973#5SI80.8572.765(-)69.4877.205.695.695.973#5SI80.8572.765(+)48.8054.223.934.535.973#5SI80.8572.7656(+)20.3722.631.612.143.982#5SI54.8849.396(-)68.9876.645.645.645.973#5SI80.8572.766(+)49.2854.763.974.535.973#5SI80.8572.766(-)69.5077.225.695.695.973#5SI80.8572.766(+)48.7754.193.934.535.973#5SI80.8572.7667(+)20.3722.631.612.143.982#5SI54.8849.397(-)68.9676.625.645.645.973#5SI80.8572.767(+)49.3154.793.974.535.973#5SI80.8572.767(-)69.5077.225.695.695.973#5SI80.8572.767(+)48.7954.213.934.535.973#5SI80.8572.7678(+)20.3822.641.612.143.982#5SI54.8849.398(-)68.9776.635.645.645.973#5SI80.8572.768(+)49.3354.813.974.535.973#5SI80.8572.768(-)69.2376.925.665.665.973#5SI80.8572.768(+)48.9054.333.944.535.973#5SI80.8572.7689(+)20.4022.671.612.143.982#5SI54.8849.399(-)68.8276.475.635.635.973#5SI80.8572.769(+)49.0054.443.954.535.973#5SI80.8572.769(-)69.6177.345.705.705.973#5SI80.8572.769(+)50.6856.314.094.535.973#5SI80.8572.76910(+)21.4823.871.702.263.982#5SI54.8849.3910(-)74.3182.576.106.107.964#5SI105.8495.2610(+)56.2662.514.564.565.973#5SI80.8572.76

Mu KN.m
Author: C.10.5.3 - Los requisitos de As mn no necesitan ser aplicados si en cada seccin el As proporcionado es al menos un tercio superior al requerido por anlisis.As sum cm2Barras N0.Simplemente Reforzada?Mn resist KN.mMu resist KN.m

VIGA SECUNDARIA EJE 5 PISO 1A(-)94.80105.337.927.927.964#5SI105.8495.26A(+)63.2270.245.155.155.973#5SI80.8572.76AB(+)14.7116.341.161.543.982#5SI54.8849.39B(-)84.2993.666.986.987.964#5SI105.8495.26B(+)63.4670.515.175.175.973#5SI80.8572.76B(-)87.4897.207.267.267.964#5SI105.8495.26B(+)69.6777.415.705.705.973#5SI80.8572.76BC(+)23.4026.001.852.463.982#5SI54.8849.39C(-)88.3698.187.347.347.964#5SI105.8495.26C(+)69.8277.585.725.725.973#5SI80.8572.76C(-)82.9592.176.866.867.964#5SI105.8495.26C(+)51.1056.784.124.535.973#5SI80.8572.76CD(+)25.3428.162.012.673.982#5SI54.8849.39D(-)95.86106.518.018.018.813#5+1#6SI116.22104.60D(+)50.3055.894.064.535.973#5SI80.8572.76

Diseo Torsin Indeterminada

DATOSTORSIN INDETERMINADADimetro B N0 515.9mmVu [kN]Tu [KN*m]Requiere Diseo Torsin?Tu Diseo [KN*m]Seccin Apta?Sreq Torsin[mm]Vs [KN]Sreq cortante [mm]S final [mm]S a colocar [mm]rea Longitudinal rea Long min Al a colocar

Estribos9.5mmfyt420MpaVIGA CARGUERA EJE C PISO 12(-)1002.6NO2.600.762.85SI141027.387404858063671671fy420Mpa3(+)1002.7NO2.700.772.85SI135827.387404798065668668fc21Mpa3(-)114.52.91NO2.910.872.85SI126046.724343238070663663At71mm^24(+)115.32.91NO2.910.882.85SI126047.774243178070663663Av142mm^24(-)103.62.99NO2.990.802.85SI122632.186304168072661661bw400mm5(+)102.82.99NO2.990.792.85SI122631.056534268072661661h400mm5(-)103.33NO3.000.802.85SI122231.8063841980r60mm6(+)103.03NO3.000.792.85SI122231.4264542280d340mm6(-)103.33NO3.000.802.85SI122231.84637419800.757(+)103.03NO3.000.792.85SI122231.3864642380S8017(-)103.43NO3.000.802.85SI122231.8563741980D/21708(+)103.03NO3.000.792.85SI122231.4164642280T90ANLISIS DE DATOS8(-)103.13.04NO3.040.792.85SI120631.5464341980Acp160000mm^29(+)103.03.04NO3.040.792.85SI120631.4264542080Pcp1600mm9(-)93.45.42SI5.420.812.85SI67618.52109541880Aoh96410.25mm^210(+)91.010.11SI10.111.042.85SI36315.41131628480Ph1242mmT umbral4.56KN.mT fisuracin18.15KN.mVc105.95KNVc79.46KN0,5Vc39.73KNVs mx411.33KNVs control205.67KNSmx300mmSmx85mmSmx127mmSmx155mmSmx852mm

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Diseño Torsión Indet Viga