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inerciaC1xyAreadxA dxdyA dyIxDyA . Dy.DyIyDxA . Dx . Dx1.511.50.30.450.750.33750.450.20250.0034-0.050.00110.084375-0.100.00450.6fig 10.320.30.30.090.150.01350.150.01350.00070.250.00560.0006750.500.0225fig20.540.3510.2160.00410.00680.085050.0270.3CGX0.65IXX0.0108CGY0.40IYY0.1121C2xyAreadxA dxdyA dyIxDyA . Dy.DyIyDxA . Dx . Dx11.30.30.390.650.25350.550.21450.0029-0.080.00260.0549250.0001.320.30.40.120.650.0780.20.0240.00160.270.00860.00090.0000.7fig 10.30.510.33150.23850.00450.01120.0558250fig2CGX0.65IXX0.01580.3CGY0.47IYY0.0558C3xyAreadxA dxdyA dyIxDyA . Dy.DyIyDxA . Dx . Dx10.30.80.240.150.0360.40.0960.01280.000.00000.00180.0000.820.240.0360.0960.01280.00000.00180.3CGX0.15IXX0.0128CGY0.40IYY0.0018C1xyAreadxA dxdyA dyIxDyA . Dy.DyIyDxA . Dx . Dx1.511.50.30.450.750.33750.450.20250.0034-0.050.00110.0843750.100.00450.3fig 10.620.30.30.091.350.12150.150.01350.00070.250.00560.000675-0.500.0225fig20.540.4590.2160.00410.00680.085050.0270.3CGX0.85IXX0.0108CGY0.40IYY0.1121C1xyAreadxA dxdyA dyIxDyA . Dy.DyIyDxA . Dx . Dx0.310.30.30.090.150.01350.450.04050.0007-0.250.00560.0006750.500.02250.6fig121.50.30.450.750.33750.150.06750.00340.050.00110.084375-0.100.0045fig 20.30.540.3510.1080.00410.00680.085050.0271.5CGX0.65IXX0.0108CGY0.20IYY0.1121C1xyAreadxA dxdyA dyIxDyA . Dy.DyIyDxA . Dx . Dx0.310.30.30.091.350.12150.450.04050.0007-0.250.00560.000675-0.500.0225fig10.621.50.30.450.750.33750.150.06750.00340.050.00110.0843750.100.00450.3fig 20.540.4590.1080.00410.00680.085050.0271.5CGX0.85IXX0.0108CGY0.20IYY0.1121C2xyAreadxA dxdyA dyIxDyA . Dy.DyIyDxA . Dx . Dx10.30.40.120.650.0780.50.060.0016-0.270.00860.00090.0000.321.30.30.390.650.25350.150.05850.00290.080.00260.0549250.000fig10.70.510.33150.11850.00450.01120.05582500.3fig 2CGX0.65IXX0.01581.3CGY0.23IYY0.0558

metradoELEMENTOLARGOANCHOALTOP.U Tn/m3MASAdxM.DXDyM.DYCOLUMNASEJE A1AREA=0.54
Autor: Autor:PARA COLUMNA NORMAL EN L, SI ES EN T INVERTIDO, CORREGIR3.52.400.460.650.307.003.24EJE A2AREA=0.51
Autor: Autor:puede ser columna en cruz o t3.52.400.444.151.817.023.07EJE A3AREA=0.513.52.400.448.153.567.023.07EJE A4AREA=0.513.52.400.4411.855.187.023.07EJE B1AREA=0.24
Autor: Autor:COLUMNA I3.52.400.210.150.033.650.75EJE B3AREA=0.243.52.400.218.151.683.650.75EJE B4AREA=0.243.52.400.2112.152.503.650.75EJE C1AREA=0.543.52.400.460.650.300.300.14EJE C2AREA=0.513.52.400.444.151.810.280.12EJE C3AREA=0.513.52.400.448.153.560.280.12EJE C4AREA=0.513.52.400.4412.155.310.280.120.00VIGAS0.00A122.650.30.52.400.102.830.287.150.70A232.650.30.52.400.106.780.667.150.70A342.650.30.52.400.1010.731.047.150.70C122.650.30.52.400.102.830.280.150.01C232.650.30.52.400.106.780.660.150.01C342.650.30.52.400.1010.731.040.150.011AB2.150.30.82.400.130.150.025.330.671BC2.150.30.82.400.130.150.022.280.291CD1.850.30.82.400.110.150.022.280.252AC5.70.30.52.400.213.850.813.650.763AB2.550.30.52.400.097.550.715.330.503BC2.550.30.52.400.097.550.712.280.214AC5.70.30.52.400.2111.252.363.650.765AB2.550.30.52.400.0914.951.405.330.505BC2.550.30.52.400.0914.951.402.280.210.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00MUROS0.000.000.001AB2.150.253.11.800.310.150.055.031.541BC2.150.253.11.800.310.150.051.880.573AB2.550.253.11.800.367.552.745.031.823BC2.550.253.11.800.367.552.741.880.685AB2.550.253.11.800.3614.955.435.031.825BC2.550.253.11.800.3614.955.431.880.680.000.000.00L aligeradae=0.25
Autor: Autor:checkear tabla de losa0.030.000.00AC123.46.70.35
Autor: Autor:0.8121.633.52.85AC233.46.70.350.815.74.643.52.85AC343.46.70.350.819.47.653.52.85AC453.46.70.350.8113.110.663.52.850.350.040.000.000.350.040.000.000.350.040.000.000.350.040.000.000.350.040.000.000.000.000.000.000.000.000.000.000.000.00Tab Aca otros0.000.0014.87
Autor: Autor:agregar la distancia de arriba o abajo donde aparesca la tabiqueria0.181.90285714297.5514.373.656.950.000.00cargas vivasE.30E.200.000.00aulas14.8750%0.25
Autor: Autor:para el caso del segundo piso ya no va el E201.32142857147.559.983.654.82corredor14.850%0.40.30204081637.552.283.651.10MASA TRASLACION14.95Tn105.0652.88Area103.6m2Ix423.0333333333m4Iy1891.0453333333m4CMX7.03Mrota334.0104332993Tn/m2CMY3.54

146.54391.4145164093

PARA LAS VIGAS Q FALTA COMPLETAR!!PARA LAS VIGAS Q FALTA COMPLETAR!!

DETERMINAR: MASA TOTAL POR PISO,CENTRO M,RIGIDEZEl fc=210 kg/m2 fm=50 kg/m2El tipo de la edificacin es centro educativo y el primer piso tiene un uso A, el segundo B, la tabiquera en el primer piso es C y en el segundo es D.Espesor de losa aligerada E