Deflexion Volados GraficoDeflexion VoladosB(D+L)DatosResumen24.76253035404550556065707580859095100Dead + CM + L0.952 - OK2067.6359.1852.9748.2044.4041.3038.7036.5134.6132.9631.5130.2229.0728.0327.0926.23350L0.55 - OK2554.5147.7942.8539.0636.0533.5931.5329.7928.3026.9925.8524.8323.9223.1022.3621.69= 2400 [kg/m]3045.7440.1736.0932.9530.4628.4326.7425.3124.0823.0022.0621.2320.4819.8119.2018.65B = 45 [cm]3539.4534.7131.2428.5826.4724.7423.3122.1021.0620.1519.3618.6518.0217.4616.9516.48H = 35 [cm]4034.7330.6127.6025.2923.4621.9720.7419.6918.7918.0117.3216.7216.1815.6915.2514.85rec = 4 [cm]4531.0527.4224.7622.7321.1319.8218.7317.8117.0216.3415.7415.2114.7414.3113.9313.585028.1024.8622.4920.6819.2518.0917.1216.3115.6115.0014.4714.0113.5913.2112.8812.571818.921.63179525525.6822.7620.6319.0117.7216.6815.8115.0814.4513.9113.4413.0212.6512.3112.0111.7418 -> As = 18.90 [cm] -> Tensionc = 6.98 [cm]19.38599682356023.6721.0219.0817.6116.4415.5014.7114.0513.4913.0012.5712.2011.8611.5611.2911.056521.9619.5417.7716.4215.3614.5013.7813.1812.6712.2311.8411.5011.2010.9210.6810.46fy= 4200 [kg/cm]NOTA: Asumir cuantia de refuerzo7020.5018.2716.6415.4114.4313.6412.9912.4411.9711.5711.2110.9010.6310.3810.169.967519.2317.1715.6714.5213.6312.9012.3011.7911.3610.9910.6710.3810.139.919.709.52CV = 200 [kg/m]8018.1216.2014.8113.7512.9212.2511.6911.2310.8310.4910.199.939.709.499.319.14CM = 300 [kg/m]8517.1415.3514.0613.0712.3011.6811.1610.7310.3610.059.779.539.329.138.968.80e = 13.00 [cm] espesor de losa9016.2714.6013.3912.4711.7511.1710.6910.299.959.659.409.188.988.808.658.509515.4913.9212.7811.9311.2510.7110.269.899.579.309.068.868.678.518.378.24S = 360.00 [cm]10014.7813.3112.2411.4410.8110.309.889.539.248.988.768.578.408.258.128.00L = 320.00 [cm]10514.1512.7611.7511.0010.409.939.549.218.938.708.498.318.158.017.897.7811013.5712.2611.3110.5910.049.599.228.928.668.448.248.087.937.807.687.58Limite (L) = 36011513.0411.8010.9010.239.709.288.938.658.408.208.027.867.727.607.497.40Limite (D+L) = 24012012.5611.3810.539.899.399.008.678.408.177.987.817.667.547.427.327.23

Camber = 0.00 [mm]Calculos

n = 8.32d = 28.80 [cm]6.2W(D) = 13.61 [kg/cm] Peso Propio sin CMW(Solo Viga) = 3.78 [kg/cm]W(CM) = 7.20 [kg/cm]W(L) = 10.80 [kg/cm]W(D+L) = 31.61 [kg/cm]I = 160781 [cm^4]E+ = 243208 [kg/cm]

696729.66.9672963686403.68645529605.52961618329.616.183296

343764.7724098563.437647724122.5295.5414605942-5385.5455603994026.67Ma% AgrietamientocIcrIeRatioc12026.67D6.970.5210.2472522.13100544.990.6310.2398744001-23.3750504265D+CM10.650.4710.2472522.1383129.290.52D+L16.180.4610.2472522.1373217.240.46Deflexion a Corto PlazoDeflexion inicial Peso Propio(D) = 7.29 [mm](Solo Viga) = 2.03 [mm]Deflexion inicial Peso Propio + Carga Muerta(D+CM) = 13.49 [mm]Deflexion inicial Carga Viva

(L) = 9.78 [mm]

Deflexion a Largo Plazo = 2.000.0145833333 = 1.16(D+CM+L) = 25.38 [mm]Chequeo Limitesmax(D+L) = 26.67 [mm]0.952 - OKmax(L) = 17.78 [mm]0.55 - OKDeflexion a Largo Plazo (Forzado el ' - Grafico) = 2.000.016 = 1.11(D+CM+L) = 24.76 [mm]

Deflexion VoladosDeflexion Volados

DatosResumenDead + CM + L0.946 - OK350L0.547 - OK= 2400 [kg/m]B = 45 [cm]21.6317952H = 35 [cm]c = 7.02 [cm]19.3396666205rec = 4 [cm]

52219.00663555420.0146656139522 -> As = 19.01 [cm] -> Tension = 1.467%

fy= 4200 [kg/cm]

CV = 200 [kg/m]CM = 300 [kg/m]e = 13.00 [cm] espesor de losa

S = 360.00 [cm]L = 320.00 [cm]

Limite (L) = 360Limite (D+L) = 240

Camber = 0.00 [mm]Calculos

n = 8.32d = 28.80 [cm]6.2W(D) = 13.61 [kg/cm] Peso Propio sin CMW(Solo Viga) = 3.78 [kg/cm]W(CM) = 7.20 [kg/cm]W(L) = 10.80 [kg/cm]W(D+L) = 31.61 [kg/cm]I = 160781 [cm^4]E+ = 243208 [kg/cm]

696729.66.9672963686403.68645529605.52961618329.616.183296

343764.7724098563.437647724122.5297.2089329458-5415.9313083147026.67Ma% AgrietamientocIcrIeRatioc12026.67D6.970.5210.2672840.21100901.270.6310.2574259194-23.4667118281D+CM10.650.4710.2672840.2183458.050.52D+L16.180.4610.2672840.2173538.370.46Deflexion a Corto PlazoDeflexion inicial Peso Propio(D) = 7.27 [mm](Solo Viga) = 2.02 [mm]Deflexion inicial Peso Propio + Carga Muerta(D+CM) = 13.44 [mm]Deflexion inicial Carga Viva

(L) = 9.73 [mm]

Deflexion a Largo Plazo = 2.000.0146656139 = 1.15(D+CM+L) = 25.23 [mm]Chequeo Limitesmax(D+L) = 26.67 [mm]0.946 - OKmax(L) = 17.78 [mm]0.547 - OKDeflexion a Largo Plazo (Forzado el ' - Grafico) = 2.000.016 = 1.11(D+CM+L) = 24.66 [mm]

Inercia EfectivaCalculo de Inercia Efectiva para Chequeo de Servicio en VigasMRatioB = 45 [cm]0.45H = 35 [cm]D6.970.52350D+CM10.650.47rec = 4 [cm]D+L16.180.46

52219.0066355542522 -> As = 19.01 [cm] -> Tension

40-> Momento producto del "full service load"

CalculosIg = 160781 [cm^4]fr = 37.42 [kg/cm]yt = 17.50 [cm]E+s = 2038700 [kg/cm]E+c = 245079 [kg/cm]n = 8.32d = 28.80 [cm]6.23.437647724122.50c297.21c-5415.93b

c = 10.26 [cm]-c = 23.47 [cm]

c = 10.26 [cm]Icr = 72840.21 [cm^4]Ie = 72896.03 [cm^4]Ratio = 0.45