ALB HEY TU

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DENSIDAD DE MUROS SABEMOS: zona z Categoria U 3 0.4 E. Escenciale 1.5 2 0.3 E.Especiales 1.3 1 0.15 E. Comunes 1 Tipo Descripcion Tp (s) S S1 Rigido 0.4 1 S2 Intermedio 0.6 1.2 S3 Flexible 0.9 1.4 S4 Cond. Exep. - - PARA LOS PISOS 1° y 2° EN X-X Z= 0.3 Area U= 1 314.216 S= 1.2 N= 5 MURO APAREJO ESPESOR LARGO X1 Soga 0.13 2.75 1 0.36 X2 Soga 0.13 4.83 1 0.63 X3 Soga 0.13 4.61 1 0.60 X4 Soga 0.13 3.62 1 0.47 X5 Soga 0.13 4.69 1 0.61 X6 Soga 0.13 2.00 1 0.26 X7 Soga 0.13 1.30 1 0.17 X8 Soga 0.13 2.29 1 0.30 X9 Soga 0.13 1.67 1 0.22 X10 Soga 0.13 2.17 1 0.28 X11 Soga 0.13 1.65 1 0.21 X12 Soga 0.13 4.06 1 0.53 X13 Soga 0.13 1.69 1 0.22 X14 Soga 0.13 3.32 1 0.43 X15 Soga 0.13 2.89 1 0.38 X16 Soga 0.13 2.65 1 0.34 X17 Soga 0.13 3.43 1 0.45 X18 Soga 0.13 2.29 1 0.30 X19 Soga 0.13 2.89 1 0.38 X20 Soga 0.13 3.09 1 0.40 X21 Soga 0.13 2.89 1 0.38 X22 Soga 0.13 2.77 1 0.36 X23 Soga 0.13 2.80 1 0.36 X24 Soga 0.13 1.37 1 0.18 MUROS IGUALES AREA DE MUROS

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Transcript of ALB HEY TU

DENSIDAD

DENSIDAD DE MUROS

SABEMOS:zonazCategoriaU30.4E. Escenciales1.520.3E.Especiales1.310.15E. Comunes1

TipoDescripcionTp (s)SS1Rigido0.41S2Intermedio0.61.2S3Flexible0.91.4S4Cond. Exep.--

PARA LOS PISOS 1 y 2EN X-XZ=0.3AreaU=1314.216S=1.2N=5MUROAPAREJOESPESORLARGOMUROS IGUALESAREA DE MUROSX1Soga0.132.7510.36X2Soga0.134.8310.63X3Soga0.134.6110.60X4Soga0.133.6210.47X5Soga0.134.6910.61X6Soga0.132.0010.26X7Soga0.131.3010.17X8Soga0.132.2910.30X9Soga0.131.6710.22X10Soga0.132.1710.28X11Soga0.131.6510.21X12Soga0.134.0610.53X13Soga0.131.6910.22X14Soga0.133.3210.43X15Soga0.132.8910.38X16Soga0.132.6510.34X17Soga0.133.4310.45X18Soga0.132.2910.30X19Soga0.132.8910.38X20Soga0.133.0910.40X21Soga0.132.8910.38X22Soga0.132.7710.36X23Soga0.132.8010.36X24Soga0.131.3710.18X25Soga0.132.4010.31X26Soga0.132.7510.36X27Soga0.134.8310.63X28Soga0.134.5110.59X29Soga0.132.6410.34X30Soga0.133.6210.47X31Soga0.134.6910.61Sumatoria0.0385Enronces:=0.0321428571

SE CUMPLE

EN Y-YZ=0.3AreaU=1314.216S=1.2N=5

MUROAPAREJOESPESORLARGOMUROS IGUALESAREA DE MUROSY1Soga0.133.7610.49Y2Soga0.134.7310.61Y3Soga0.132.7710.36Y4Soga0.132.8210.37Y5Soga0.134.5510.59Y6Soga0.133.4410.45Y7Soga0.133.8810.50Y8Soga0.133.5410.46Y9Soga0.131.3710.18Y10Soga0.131.4910.19Y11Soga0.133.8810.50Y12Soga0.133.7410.49Y13Soga0.132.910.38Y14Soga0.133.8810.50Y15Soga0.132.3410.30Y16Soga0.132.5410.33Y17Soga0.133.2710.43Y18Soga0.133.2810.43Y19Soga0.132.5410.33Y20Soga0.132.2410.29Y21Soga0.132.2410.29Y22Soga0.131.710.22Y23Soga0.133.8810.50Y24Soga0.133.7410.49Y25Soga0.131.5110.20Y26Soga0.131.3710.18Y27Soga0.131.7310.22Y28Soga0.133.2110.42Y29Soga0.133.7610.49Y30Soga0.134.7310.61Y31Soga0.132.7710.36Sumatoria0.0387Enronces:=0.0321

SE CUMPLE

PARA LOS PISOS 3, 4 Y 5

EN X-XZ=0.3AreaU=1314.216S=1.2N=2

MUROAPAREJOESPESORLARGOMUROS IGUALESAREA DE MUROSX1Soga0.132.7510.36X2Soga0.134.8310.63X3Soga0.134.6110.60X4Soga0.133.6210.47X5Soga0.134.6910.61X6Soga0.132.0010.26X7Soga0.131.3010.17X8Soga0.132.2910.30X9Soga0.131.6710.22X10Soga0.132.1710.28X11Soga0.131.6510.21X12Soga0.134.4610.58X13Soga0.131.6910.22X14Soga0.133.3210.43X15Soga0.132.8910.38X16Soga0.132.6510.34X17Soga0.133.9410.51X18Soga0.132.2910.30X19Soga0.132.8910.38X20Soga0.133.0910.40X21Soga0.132.8910.38X22Soga0.132.7710.36X23Soga0.132.8010.36X24Soga0.131.3710.18X25Soga0.132.4010.31X26Soga0.132.7510.36X27Soga0.134.8310.63X28Soga0.134.5110.59X29Soga0.132.6410.34X30Soga0.133.6210.47X31Soga0.134.6910.61Sumatoria0.0389Enronces:=0.0129

SE CUMPLE

EN Y-YZ=0.3AreaU=1314.216S=1.2N=5

MUROAPAREJOESPESORLARGOMUROS IGUALESAREA DE MUROSY1Soga0.133.7610.49Y2Soga0.134.7310.61Y3Soga0.132.7710.36Y4Soga0.132.8210.37Y5Soga0.134.5510.59Y6Soga0.133.2210.42Y7Soga0.133.8810.50Y8Soga0.131.4710.19Y9Soga0.133.7410.49Y10Soga0.133.6410.47Y11Soga0.132.9010.38Y12Soga0.133.8810.50Y13Soga0.132.5410.33Y14Soga0.133.2710.43Y15Soga0.133.2810.43Y16Soga0.132.5410.33Y17Soga0.132.2410.29Y18Soga0.132.2410.29Y19Soga0.131.7010.22Y20Soga0.133.8810.50Y21Soga0.133.7410.49Y22Soga0.131.5110.20Y23Soga0.133.2110.42Y24Soga0.133.7610.49Y25Soga0.134.7310.61Y26Soga0.132.7710.36Sumatoria0.0342Enronces:=0.0321

SE CUMPLE

METRADITOPROPIEDADES DE LOS MATERIALES

Concreto:Resistencia a la Compresin: fc = 210kg/cm2Deformacin Unitaria Mxima: cu = 0.003Mdulo de Elasticidad: Ec = 15,000fcEc =217371kg/cm2Mdulo de Poisson: v =0.15Mdulo de Corte: G = Ec/2.3G =94500Esfuerzo de Fluencia: fy = 4200kg/cm2Deformacin Unitaria Mxima: s =0.0021Mdulo de Elasticidad: Es = 2000000kg/cm2

Albailera: King Kong Industrial (Tabla 9, Artculo 13 NTE E.070)Resistencia a Compresin Axial de las Unidades: fb =145 kg/cm2Resistencia a Compresin Axial en Pilas: fm =65kg/cm2Resistencia al Corte en Muretes : vm =8.1 kg/cm2Mdulo de Elasticidad: Em = 500fm Em = 32500kg/cm2Mdulo de Corte: Gm = 0.4Em Gm = 13000kg/cm2Concreto : f"c =175Kg/cm2Acero :fy =4200Kg/cm2Albaileria :Pilas:f"m =650tn/cm2Muretes:V"m =8.1Kg/cm2Und:f"b =145Kg/cm2Ladrillo :King Kong IndustrialCARGAS MUERTAS Y VIVAS.Concreto Armado : g =2400Kg/cm3Losa Aligerado : e = 17 Cm.280Kg/cm2Acabado :100Kg/cm2*Muros de Albaileria : 1900Kg/cm3Sobre Carga de Azotea :100Kg/cm2Sobre Carga de Oficina :250Kg/cm2Sobre Carga de Hall :350Kg/cm2Sobre Carga de Cocina :400Kg/cm2Sobre Carga de Tienda :500Kg/cm2Sobre Carga de Estudio :250Kg/cm2Sobre Carga de SS-HH :200Kg/cm2Sobre Carga de Escalera :400Kg/cm2*( Para Considerar el peso del Tarrajeo )

VIGA SOLERA EN XX0.15X0.35VIGA SOLERA EN YY0.25X0.35ESFUERZO AXIAL EN LA DIRECCION ( Y,Y ) DEL 1y 2 NIVEL

ESFUERZO AXIAL MAXIMO :

MUROL (m)EspesorArea de Muro.H (m).Area Tribut.P.Esp.Peso Muro.Peso Losa.Peso Acabado.Peso Solera.Sobrecarga.Y13.760.130.492.502.531.902.320.710.250.790.35Y24.730.130.612.502.15291.902.920.600.220.990.35Y32.770.130.362.501.31771.901.710.370.130.580.35Y42.820.130.372.503.58051.901.741.000.360.590.40Y54.550.130.592.506.00491.902.811.680.600.960.35Y63.440.130.452.500.74881.902.120.210.070.720.35Y73.880.130.502.504.99831.902.401.400.500.810.40Y83.540.130.462.501.10731.902.190.310.110.740.35Y91.370.130.182.500.92711.900.850.260.090.290.35Y101.490.130.192.501.1041.900.920.310.110.310.35Y113.880.130.502.501.10551.902.400.310.110.810.35Y123.740.130.492.504.76881.902.311.340.480.790.35Y132.900.130.382.503.48771.901.790.980.350.610.35Y143.880.130.502.504.54111.902.401.270.450.810.35Y152.340.130.302.501.30441.901.440.370.130.490.20Y162.540.130.332.504.11231.901.571.150.410.530.35Y173.270.130.432.504.98661.902.021.400.500.690.35Y183.280.130.432.504.00081.902.031.120.400.690.35Y192.540.130.332.502.66441.901.570.750.270.530.35Y202.240.130.292.501.00231.901.380.280.100.470.35Y212.240.130.292.501.99231.901.380.560.200.470.35Y221.700.130.222.501.01331.901.050.280.100.360.40Y233.880.130.502.505.86771.902.401.640.590.810.35Y243.740.130.492.504.76541.902.311.330.480.790.40Y251.510.130.202.501.13561.900.930.320.110.320.20Y261.370.130.182.500.9341.900.850.260.090.290.35Y271.730.130.222.501.13221.901.070.320.110.360.35Y283.210.130.422.505.52441.901.981.550.550.670.35Y293.760.130.492.502.10251.902.320.590.210.790.20Y304.730.130.612.502.72141.902.920.760.270.990.35Y312.770.130.362.501.85221.901.710.520.190.580.2055.4823.948.5519.6610.10

MUROPISO TIPICOAZOTEAPISO TIPICOSERVICIOAZOTEASERVICIO P.D + P.L PisoTOTAL MURO P. VIVA (Ton.)P. VIVA (Ton.)P.D(ton.)P.L(ton.)P.D + P.LP.D(ton.)P.L(ton.)Y10.890.254.070.894.964.070.254.332114.25Y20.750.224.730.755.494.730.224.952115.92Y30.460.132.790.463.252.790.132.92219.43Y41.430.363.691.435.133.690.364.052114.30Y52.100.606.052.108.156.050.606.652122.94Y60.260.073.130.263.393.130.073.21219.99Y72.000.505.112.007.115.110.505.612119.83Y80.390.113.350.393.743.350.113.462110.94Y90.320.091.490.321.811.490.091.58215.20Y100.390.111.650.392.041.650.111.76215.84Y110.390.113.630.394.023.630.113.742111.78Y121.670.484.911.676.584.910.485.382118.54Y131.220.353.731.224.953.730.354.072113.97Y141.590.454.941.596.534.940.455.392118.44Y150.260.132.430.262.692.430.132.56217.95Y161.440.413.661.445.103.660.414.082114.28Y171.750.504.601.756.354.600.505.102117.79Y181.400.404.231.405.634.230.404.632115.90Y190.930.273.110.934.053.110.273.382111.47Y200.350.102.230.352.592.230.102.33217.51Y210.700.202.610.703.312.610.202.81219.43Y220.410.101.790.412.201.790.101.89216.29Y232.050.595.442.057.495.440.596.032121.02Y241.910.484.911.916.814.910.485.382119.01Y250.230.111.680.231.911.680.111.79215.61Y260.330.091.490.331.821.490.091.58215.21Y270.400.111.860.402.261.860.111.98216.49Y281.930.554.761.936.694.760.555.312118.69Y290.420.213.910.424.333.910.214.122112.78Y300.950.274.950.955.904.950.275.222117.02Y310.370.193.000.373.373.000.193.18219.91Esfuerzo de Compresin0.2*f'm*(1-(h/35e)^2)0.15*f'mEsfuerzo Mximo mx.Muro.(Ton/m2)(Ton/m2)(Ton/m2)Cumple.Y129.1590.7597.5CONFORMEY225.8990.7597.5CONFORMEY326.2090.7597.5CONFORMEY439.0290.7597.5CONFORMEY538.7990.7597.5CONFORMEY622.3490.7597.5CONFORMEY739.3190.7597.5CONFORMEY823.7690.7597.5CONFORMEY929.1990.7597.5CONFORMEY1030.1590.7597.5CONFORMEY1123.3590.7597.5CONFORMEY1238.1290.7597.5CONFORMEY1337.0490.7597.5CONFORMEY1436.5690.7597.5CONFORMEY1526.1390.7597.5CONFORMEY1643.2690.7597.5CONFORMEY1741.8590.7597.5CONFORMEY1837.3090.7597.5CONFORMEY1934.7590.7597.5CONFORMEY2025.7790.7597.5CONFORMEY2132.3790.7597.5CONFORMEY2228.4590.7597.5CONFORMEY2341.6690.7597.5CONFORMEY2439.0990.7597.5CONFORMEY2528.5890.7597.5CONFORMEY2629.2790.7597.5CONFORMEY2728.8690.7597.5CONFORMEY2844.7890.7597.5CONFORMEY2926.1590.7597.5CONFORMEY3027.6890.7597.5CONFORMEY3127.5390.7597.5CONFORMEESFUERZO AXIAL EN LA DIRECCION ( X,X ) DEL 1y 2 NIVEL

ESFUERZO AXIAL MAXIMO :

MUROL (m)EspesorArea de Muro.H (m).Area Tribut.P.Esp.Peso Muro.Peso Losa.Peso Acabado.Peso Solera.Sobrecarga.X12.750.130.362.501.651.901.700.460.160.580.35X24.830.130.632.503.34591.902.980.940.331.010.40X34.610.130.602.502.13441.902.850.600.210.970.35X43.620.130.472.503.27651.902.240.920.330.760.35X54.690.130.612.502.28991.902.900.640.230.980.35X62.000.130.262.502.23651.901.240.630.220.420.35X71.300.130.172.500.99881.900.800.280.100.270.20X82.290.130.302.502.14561.901.410.600.210.480.35X91.670.130.222.501.34771.901.030.380.130.350.35X102.170.130.282.501.89771.901.340.530.190.460.35X111.650.130.212.501.23491.901.020.350.120.350.20X124.060.130.532.506.00781.902.511.680.600.850.35X131.690.130.222.501.12091.901.040.310.110.350.35X143.320.130.432.504.23331.902.051.190.420.700.35X152.890.130.382.502.34121.901.780.660.230.610.40X162.650.130.342.502.16341.901.640.610.220.560.40X173.430.130.452.504.31221.902.121.210.430.720.35X182.290.130.302.502.01531.901.410.560.200.480.35X192.890.130.382.502.23111.901.780.620.220.610.35X203.090.130.402.503.35671.901.910.940.340.650.35X212.890.130.382.503.92341.901.781.100.390.610.35X222.770.130.362.501.91661.901.710.540.190.580.40X232.800.130.362.503.9221.901.731.100.390.590.35X241.370.130.182.501.00441.900.850.280.100.290.35X252.400.130.312.502.50971.901.480.700.250.500.35X262.750.130.362.501.35321.901.700.380.140.580.35X274.830.130.632.502.61771.902.980.730.261.010.35X284.510.130.592.502.16921.902.780.610.220.950.20X292.640.130.342.501.74241.901.630.490.170.550.35X303.620.130.472.501.81281.902.240.510.180.760.20X314.690.130.612.502.04781.902.900.570.200.980.3555.8321.107.5419.5610.10

MUROPISO TIPICOAZOTEAPISO TIPICOSERVICIOAZOTEASERVICIO P.D + P.L PisoTOTAL MURO P. VIVA (Ton.)P. VIVA (Ton.)P.D(ton.)P.L(ton.)P.D + P.LP.D(ton.)P.L(ton.)X10.580.162.900.583.482.900.163.072110.03X21.340.335.271.346.615.270.335.602118.82X30.750.214.630.755.374.630.214.842115.59X41.150.334.241.155.394.240.334.572115.34X50.800.234.750.805.554.750.234.982116.09X60.780.222.500.783.292.500.222.73219.30X70.200.101.460.201.661.460.101.56214.87X80.750.212.710.753.462.710.212.92219.85X90.470.131.890.472.371.890.132.03216.76X100.660.192.520.663.182.520.192.71219.07X110.250.121.830.252.081.830.121.96216.12X122.100.605.642.107.755.640.606.242121.73X130.390.111.820.392.221.820.111.94216.37X141.480.424.361.485.844.360.424.782116.45X150.940.233.280.944.223.280.233.522111.95X160.870.223.010.873.883.010.223.232110.99X171.510.434.481.515.994.480.434.912116.88X180.710.202.660.713.372.660.202.86219.59X190.780.223.240.784.023.240.223.462111.50X201.170.343.831.175.013.830.344.172114.18X211.370.393.881.375.263.880.394.272114.79X220.770.193.020.773.793.020.193.212110.79X231.370.393.811.375.183.810.394.202114.56X240.350.101.520.351.871.520.101.62215.35X250.880.252.940.883.822.940.253.192110.83X260.470.142.790.473.262.790.142.93219.45X270.920.264.990.925.914.990.265.252117.07X280.430.224.560.434.994.560.224.772114.75X290.610.172.850.613.462.850.173.02219.93X300.360.183.680.364.053.680.183.872111.96X310.720.204.660.725.384.660.204.862115.62Esfuerzo de Compresin0.2*f'm*(1-(h/35e)^2)0.15*f'mEsfuerzo Mximo mx.Muro.(Ton/m2)(Ton/m2)(Ton/m2)Cumple.X128.0490.7597.5CONFORMEX229.9790.7597.5CONFORMEX326.0190.7597.5CONFORMEX432.6090.7597.5CONFORMEX526.3890.7597.5CONFORMEX635.7890.7597.5CONFORMEX728.7990.7597.5CONFORMEX833.0890.7597.5CONFORMEX931.1490.7597.5CONFORMEX1032.1590.7597.5CONFORMEX1128.5490.7597.5CONFORMEX1241.1890.7597.5CONFORMEX1328.9990.7597.5CONFORMEX1438.1290.7597.5CONFORMEX1531.8190.7597.5CONFORMEX1631.9190.7597.5CONFORMEX1737.8690.7597.5CONFORMEX1832.2390.7597.5CONFORMEX1930.6290.7597.5CONFORMEX2035.3190.7597.5CONFORMEX2139.3690.7597.5CONFORMEX2229.9590.7597.5CONFORMEX2340.0090.7597.5CONFORMEX2430.0490.7597.5CONFORMEX2534.7090.7597.5CONFORMEX2626.4490.7597.5CONFORMEX2727.1890.7597.5CONFORMEX2825.1690.7597.5CONFORMEX2928.9590.7597.5CONFORMEX3025.4190.7597.5CONFORMEX3125.6190.7597.5CONFORMEESFUERZO AXIAL EN LA DIRECCION ( Y,Y ) DEL 3, 4 y 5 NIVEL

ESFUERZO AXIAL MAXIMO :

MUROL (m)EspesorArea de Muro.H (m).Area Tribut.P.Esp.Peso Muro.Peso Losa.Peso Acabado.Peso Solera.Sobrecarga.Y13.760.130.492.502.531.902.320.710.250.790.35Y24.730.130.612.502.15291.902.920.600.220.990.35Y32.770.130.362.501.91181.901.710.540.190.580.35Y42.820.130.372.503.59111.901.741.010.360.590.4Y54.550.130.592.506.34551.902.811.780.630.960.35Y63.220.130.422.500.74881.901.990.210.070.680.35Y73.880.130.502.505.02331.902.401.410.500.810.4Y81.470.130.192.501.10731.900.910.310.110.310.35Y93.740.130.492.500.92711.902.310.260.090.790.35Y103.640.130.472.504.76881.902.251.340.480.760.35Y112.900.130.382.503.48771.901.790.980.350.610.35Y123.880.130.502.504.82991.902.401.340.480.810.35Y132.540.130.332.504.11231.901.570.980.350.530.2Y143.270.130.432.504.98661.902.021.400.500.690.35Y153.280.130.432.503.84561.902.031.080.380.690.35Y162.540.130.332.502.66441.901.570.750.270.530.35Y172.240.130.292.501.00231.901.380.280.100.470.35Y182.240.130.292.501.99231.901.380.560.200.470.35Y191.700.130.222.501.01231.901.050.280.100.360.4Y203.880.130.502.505.86771.902.401.640.590.810.35Y213.740.130.492.504.76541.902.311.330.480.790.4Y221.510.130.202.501.13561.900.930.320.110.320.2Y233.210.130.422.505.52441.901.981.550.550.670.35Y243.760.130.492.502.10251.902.320.590.210.790.35Y254.730.130.612.502.72141.902.920.760.270.990.35Y262.770.130.362.501.85221.901.710.520.190.580.248.7922.498.0317.388.50

MUROPISO TIPICOAZOTEAPISO TIPICOSERVICIOAZOTEASERVICIO P.D + P.L PisoTOTAL MURO P. VIVA (Ton.)P. VIVA (Ton.)P.D(ton.)P.L(ton.)P.D + P.LP.D(ton.)P.L(ton.)Y10.890.254.070.894.964.070.254.333119.21Y20.750.224.730.755.494.730.224.953121.40Y30.670.193.020.673.693.020.193.213114.27Y41.440.363.701.445.133.700.364.063119.46Y52.220.636.182.228.406.180.636.813132.00Y60.260.072.950.263.212.950.073.023112.66Y72.010.505.122.017.135.120.505.623127.01Y80.390.111.640.392.021.640.111.75317.82Y90.320.093.450.323.773.450.093.543114.85Y101.670.484.821.676.494.820.485.303124.78Y111.220.353.731.224.953.730.354.073118.91Y121.670.485.021.676.695.020.485.503125.58Y130.700.353.430.704.123.430.353.783116.15Y141.750.504.601.756.354.600.505.103124.14Y151.350.384.181.355.524.180.384.563121.12Y160.930.273.110.934.053.110.273.383115.52Y170.350.102.230.352.592.230.102.333110.09Y180.700.202.610.703.312.610.202.813112.73Y190.400.101.790.402.201.790.101.89318.48Y202.050.595.442.057.495.440.596.033128.51Y211.910.484.911.916.814.910.485.383125.82Y220.230.111.680.231.911.680.111.79317.52Y231.930.554.761.936.694.760.555.313125.38Y240.740.213.910.744.653.910.214.123118.06Y250.950.274.950.955.904.950.275.223122.92Y260.370.193.000.373.373.000.193.183113.28Esfuerzo de Compresin0.2*f'm*(1-(h/35e)^2)0.15*f'mEsfuerzo Mximo mx.Muro.(Ton/m2)(Ton/m2)(Ton/m2)Cumple.Y139.3190.7597.5CONFORMEY234.8190.7597.5CONFORMEY339.6490.7597.5CONFORMEY453.0990.7597.5CONFORMEY554.1090.7597.5CONFORMEY630.2490.7597.5CONFORMEY753.5590.7597.5CONFORMEY840.9390.7597.5CONFORMEY930.5590.7597.5CONFORMEY1052.3790.7597.5CONFORMEY1150.1690.7597.5CONFORMEY1250.7090.7597.5CONFORMEY1348.9190.7597.5CONFORMEY1456.7890.7597.5CONFORMEY1549.5490.7597.5CONFORMEY1647.0190.7597.5CONFORMEY1734.6590.7597.5CONFORMEY1843.7390.7597.5CONFORMEY1938.3890.7597.5CONFORMEY2056.5290.7597.5CONFORMEY2153.1090.7597.5CONFORMEY2238.3090.7597.5CONFORMEY2360.8190.7597.5CONFORMEY2436.9590.7597.5CONFORMEY2537.2890.7597.5CONFORMEY2636.8890.7597.5CONFORMEESFUERZO AXIAL EN LA DIRECCION ( X,X ) DEL 3, 4 y 5 NIVEL

ESFUERZO AXIAL MAXIMO :

MUROL (m)EspesorArea de Muro.H (m).Area Tribut.P.Esp.Peso Muro.Peso Losa.Peso Acabado.Peso Solera.Sobrecarga.X12.750.130.362.501.651.901.700.460.160.580.35X24.830.130.632.503.34591.902.980.940.331.010.40X34.610.130.602.502.13441.902.850.600.210.970.35X43.620.130.472.503.27651.902.240.920.330.760.35X54.690.130.612.502.28991.902.900.640.230.980.35X62.000.130.262.502.23651.901.240.630.220.420.35X71.300.130.172.500.99881.900.800.280.100.270.20X82.290.130.302.502.14561.901.410.600.210.480.35X91.670.130.222.501.34771.901.030.380.130.350.35X102.170.130.282.501.89771.901.340.530.190.460.35X111.650.130.212.501.23491.901.020.350.120.350.20X124.460.130.582.506.00781.902.751.680.600.940.35X131.690.130.222.501.12091.901.040.310.110.350.35X143.320.130.432.504.23331.902.051.190.420.700.35X152.890.130.382.502.34121.901.780.660.230.610.40X162.650.130.342.502.16341.901.640.610.220.560.40X173.940.130.512.504.31221.902.431.210.430.830.35X182.290.130.302.502.01531.901.410.560.200.480.35X192.890.130.382.502.23111.901.780.620.220.610.35X203.090.130.402.503.35671.901.910.940.340.650.35X212.890.130.382.503.92341.901.781.100.390.610.35X222.770.130.362.501.91661.901.710.540.190.580.40X232.800.130.362.503.9221.901.731.100.390.590.35X241.370.130.182.501.00441.900.850.280.100.290.35X252.400.130.312.502.50971.901.480.700.250.500.35X262.750.130.362.501.35321.901.700.380.140.580.35X274.830.130.632.502.61771.902.980.730.261.010.35X284.510.130.592.502.16921.902.780.610.220.950.20X292.640.130.342.501.74241.901.630.490.170.550.35X303.620.130.472.501.81281.902.240.510.180.760.20X314.690.130.612.502.04781.902.900.570.200.980.3556.3921.107.5419.7510.10

MUROPISO TIPICOAZOTEAPISO TIPICOSERVICIOAZOTEASERVICIO P.D + P.L PisoTOTAL MURO P. VIVA (Ton.)P. VIVA (Ton.)P.D(ton.)P.L(ton.)P.D + P.LP.D(ton.)P.L(ton.)X10.580.162.900.583.482.900.163.073113.50X21.340.335.271.346.615.270.335.603125.42X30.750.214.630.755.374.630.214.843120.96X41.150.334.241.155.394.240.334.573120.73X50.800.234.750.805.554.750.234.983121.64X60.780.222.500.783.292.500.222.733112.59X70.200.101.460.201.661.460.101.56316.52X80.750.212.710.753.462.710.212.923113.31X90.470.131.890.472.371.890.132.03319.13X100.660.192.520.663.182.520.192.713112.25X110.250.121.830.252.081.830.121.96318.20X122.100.605.972.108.085.970.606.573130.80X130.390.111.820.392.221.820.111.94318.59X141.480.424.361.485.844.360.424.783122.29X150.940.233.280.944.223.280.233.523116.17X160.870.223.010.873.883.010.223.233114.87X171.510.434.901.516.414.900.435.333124.55X180.710.202.660.713.372.660.202.863112.96X190.780.223.240.784.023.240.223.463115.52X201.170.343.831.175.013.830.344.173119.19X211.370.393.881.375.263.880.394.273120.04X220.770.193.020.773.793.020.193.213114.57X231.370.393.811.375.183.810.394.203119.74X240.350.101.520.351.871.520.101.62317.22X250.880.252.940.883.822.940.253.193114.64X260.470.142.790.473.262.790.142.933112.72X270.920.264.990.925.914.990.265.253122.98X280.430.224.560.434.994.560.224.773119.74X290.610.172.850.613.462.850.173.023113.39X300.360.183.680.364.053.680.183.873116.01X310.720.204.660.725.384.660.204.863120.99Esfuerzo de Compresin0.2*f'm*(1-(h/35e)^2)0.15*f'mEsfuerzo Mximo mx.Muro.(Ton/m2)(Ton/m2)(Ton/m2)Cumple.X137.7890.7597.5CONFORMEX240.4990.7597.5CONFORMEX334.9790.7597.5CONFORMEX444.0590.7597.5CONFORMEX535.4990.7597.5CONFORMEX648.4390.7597.5CONFORMEX738.5890.7597.5CONFORMEX844.7090.7597.5CONFORMEX942.0490.7597.5CONFORMEX1043.4290.7597.5CONFORMEX1138.2490.7597.5CONFORMEX1253.1390.7597.5CONFORMEX1339.0890.7597.5CONFORMEX1451.6590.7597.5CONFORMEX1543.0390.7597.5CONFORMEX1643.1790.7597.5CONFORMEX1747.9490.7597.5CONFORMEX1843.5490.7597.5CONFORMEX1941.3290.7597.5CONFORMEX2047.7790.7597.5CONFORMEX2153.3490.7597.5CONFORMEX2240.4790.7597.5CONFORMEX2354.2390.7597.5CONFORMEX2440.5290.7597.5CONFORMEX2546.9490.7597.5CONFORMEX2635.5790.7597.5CONFORMEX2736.5990.7597.5CONFORMEX2833.6890.7597.5CONFORMEX2939.0290.7597.5CONFORMEX3034.0190.7597.5CONFORMEX3134.4390.7597.5CONFORME

METRADOMETRADOSNIVEL 1NIVEL 2NIVEL 3P. Losa23.94P. Losa23.94P. Losa22.49P. Solera19.66P. Solera18.25P. Solera17.38P. Acabado8.55P. Acabado8.55P. Acabado8.03P. Muros55.48P. Muros51.35P. Muros48.79S/C10.10S/C10.10S/C8.50CM107.62CM102.09CM96.69CV10.10CV10.10CV8.50PESO TOTAL 1117.72PESO TOTAL 2112.19PESO TOTAL 3105.19NIVEL 4NIVEL 5P. Losa22.49P. Losa22.49P. Solera17.38P. Solera17.38P. Acabado8.03P. Acabado8.03P. Muros48.79P. Muros48.79S/C8.50S/C8.50CM96.69CM96.69CV8.50CV8.50PESO TOTAL 4105.19PESO TOTAL 5105.19Z0.3S=1.2Periodo fundamentalCtU1.3Ct=60CA, muros de corte60C7.20Hn=12.5Prticos35S1.2A.Trib=437.1558Ascensores45R6N de Pisos=5Tp0.6Densidad=1tn/m2T0.21P545.49

Cortante BasalVu=306.35ton17.5966012581PISOPESO PiALTURA HiHi x Pi%FiVi5105.1912.51314.9432.78100.43306.354105.19101051.9526.2380.34205.923105.197.5788.9619.6760.26125.582112.195560.9613.9942.8465.321117.722.5294.307.3422.4822.484011.10306.35

Vu=Z*U*C*S*P/R

CENTRO DE MASASCENTRO DE MASA

Fc210Kg/cm2fm85Kg/cm2Peso Esp.1.8Tn/m3Mdulo de Elasticidad del concretoEc217370.651Kg/cm2

Mdulo de Elasticidad de arcilla

Em42500.000Kg/cm2

PARA EL PRIMER PISOEN X-XMuroL (m)t (m) Espesorh (cm)peso especifico (tn)peso Pi (tn)Xi PiXi

X12.750.132.501.81.6091.382.212X24.830.132.501.82.8262.426.824X34.610.132.501.82.6972.316.216X43.620.132.501.82.1181.813.833X54.690.132.501.82.7442.356.434X62.000.132.501.81.1701.001.170X71.300.132.501.80.7610.650.494X82.290.132.501.81.3401.151.534X91.670.132.501.80.9770.840.816X102.170.132.501.81.2691.091.377X111.650.132.501.80.9650.830.796X124.060.132.501.82.3752.034.821X131.690.132.501.80.9890.850.835X143.320.132.501.81.9421.663.224X152.890.132.501.81.6911.452.443X162.650.132.501.81.5501.332.054X173.430.132.501.82.0071.723.441X182.290.132.501.81.3401.151.534X192.890.132.501.81.6911.452.443X203.090.132.501.81.8081.552.793X212.890.132.501.81.6911.452.443X222.770.132.501.81.6201.392.244X232.800.132.501.81.6381.402.293X241.370.132.501.80.8010.690.549X252.400.132.501.81.4041.201.685X262.750.132.501.81.6091.382.212X274.830.132.501.82.8262.426.824X284.510.132.501.82.6382.265.949X292.640.132.501.81.5441.322.039X303.620.132.501.82.1181.813.833X314.690.132.501.82.7442.356.434 Pi Muro =54.50m2 Kx =91.80Tn/m2

Xm =1.68m

EN Y-YMuroL (m)t (m) Espesorh (cm)peso especifico (tn)peso Pi (tn)Xi PiXi

Y13.760.132.501.82.2001.94.1Y24.730.132.501.82.7672.46.5Y32.770.132.501.81.6201.42.2Y42.820.132.501.81.6501.42.3Y54.550.132.501.82.6622.36.1Y63.440.132.501.82.0121.73.5Y73.880.132.501.82.2701.94.4Y83.540.132.501.82.0711.83.7Y91.370.132.501.80.8010.70.5Y101.490.132.501.80.8720.70.6Y113.880.132.501.82.2701.94.4Y123.740.132.501.82.1881.94.1Y132.900.132.501.81.6971.52.5Y143.880.132.501.82.2701.94.4Y152.340.132.501.81.3691.21.6Y162.540.132.501.81.4861.31.9Y173.270.132.501.81.9131.63.1Y183.280.132.501.81.9191.63.1Y192.540.132.501.81.4861.31.9Y202.240.132.501.81.3101.11.5Y212.240.132.501.81.3101.11.5Y221.700.132.501.80.9950.90.8Y233.880.132.501.82.2701.94.4Y243.740.132.501.82.1881.94.1Y251.510.132.501.80.8830.80.7Y261.370.132.501.80.8010.70.5Y271.730.132.501.81.0120.90.9Y283.210.132.501.81.8781.63.0Y293.760.132.501.82.2001.94.1Y304.730.132.501.82.7672.46.5Y312.770.132.501.81.6201.42.2 Pi Muro =54.76m2 Kx =91.35Tn/m2

Ym =1.67mPARA EL SEGUNDO PISOEN X-XMuroL (m)t (m) Espesorh (cm)peso especifico (tn)peso Pi (tn)Xi PiXi

X12.750.132.501.81.6091.382.212X24.830.132.501.82.8262.426.824X34.610.132.501.82.6972.316.216X43.620.132.501.82.1181.813.833X54.690.132.501.82.7442.356.434X62.000.132.501.81.1701.001.170X71.300.132.501.80.7610.650.494X82.290.132.501.81.3401.151.534X91.670.132.501.80.9770.840.816X102.170.132.501.81.2691.091.377X111.650.132.501.80.9650.830.796X124.060.132.501.82.3752.034.821X131.690.132.501.80.9890.850.835X143.320.132.501.81.9421.663.224X152.890.132.501.81.6911.452.443X162.650.132.501.81.5501.332.054X173.430.132.501.82.0071.723.441X182.290.132.501.81.3401.151.534X192.890.132.501.81.6911.452.443X203.090.132.501.81.8081.552.793X212.890.132.501.81.6911.452.443X222.770.132.501.81.6201.392.244X232.800.132.501.81.6381.402.293X241.370.132.501.80.8010.690.549X252.400.132.501.81.4041.201.685X262.750.132.501.81.6091.382.212X274.830.132.501.82.8262.426.824X284.510.132.501.82.6382.265.949X292.640.132.501.81.5441.322.039X303.620.132.501.82.1181.813.833X314.690.132.501.82.7442.356.434 Pi Muro =54.50m2 Kx =91.80Tn/m2

Xm =1.68m

EN Y-YMuroL (m)t (m) Espesorh (cm)peso especifico (tn)peso Pi (tn)Xi PiXi

Y13.760.132.501.82.2001.94.1Y24.730.132.501.82.7672.46.5Y32.770.132.501.81.6201.42.2Y42.820.132.501.81.6501.42.3Y54.550.132.501.82.6622.36.1Y63.440.132.501.82.0121.73.5Y73.880.132.501.82.2701.94.4Y83.540.132.501.82.0711.83.7Y91.370.132.501.80.8010.70.5Y101.490.132.501.80.8720.70.6Y113.880.132.501.82.2701.94.4Y123.740.132.501.82.1881.94.1Y132.900.132.501.81.6971.52.5Y143.880.132.501.82.2701.94.4Y152.340.132.501.81.3691.21.6Y162.540.132.501.81.4861.31.9Y173.270.132.501.81.9131.63.1Y183.280.132.501.81.9191.63.1Y192.540.132.501.81.4861.31.9Y202.240.132.501.81.3101.11.5Y212.240.132.501.81.3101.11.5Y221.700.132.501.80.9950.90.8Y233.880.132.501.82.2701.94.4Y243.740.132.501.82.1881.94.1Y251.510.132.501.80.8830.80.7Y261.370.132.501.80.8010.70.5Y271.730.132.501.81.0120.90.9Y283.210.132.501.81.8781.63.0Y293.760.132.501.82.2001.94.1Y304.730.132.501.82.7672.46.5Y312.770.132.501.81.6201.42.2 Pi Muro =54.76m2 Kx =91.35Tn/m2

Ym =1.67mPARA EL TERCER PISOEN X-XMuroL (m)t (m) Espesorh (cm)peso especifico (tn)peso Pi (tn)Xi PiXi

X12.750.132.501.81.6091.382.212X24.830.132.501.82.8262.426.824X34.610.132.501.82.6972.316.216X43.620.132.501.82.1181.813.833X54.690.132.501.82.7442.356.434X62.000.132.501.81.1701.001.170X71.300.132.501.80.7610.650.494X82.290.132.501.81.3401.151.534X91.670.132.501.80.9770.840.816X102.170.132.501.81.2691.091.377X111.650.132.501.80.9650.830.796X124.460.132.501.82.6092.235.818X131.690.132.501.80.9890.850.835X143.320.132.501.81.9421.663.224X152.890.132.501.81.6911.452.443X162.650.132.501.81.5501.332.054X173.940.132.501.82.3051.974.541X182.290.132.501.81.3401.151.534X192.890.132.501.81.6911.452.443X203.090.132.501.81.8081.552.793X212.890.132.501.81.6911.452.443X222.770.132.501.81.6201.392.244X232.800.132.501.81.6381.402.293X241.370.132.501.80.8010.690.549X252.400.132.501.81.4041.201.685X262.750.132.501.81.6091.382.212X274.830.132.501.82.8262.426.824X284.510.132.501.82.6382.265.949X292.640.132.501.81.5441.322.039X303.620.132.501.82.1181.813.833X314.690.132.501.82.7442.356.434 Pi Muro =55.03m2 Kx =93.90Tn/m2

Xm =1.71m

EN Y-YMuroL (m)t (m) Espesorh (cm)peso especifico (tn)peso Pi (tn)Xi PiXi

Y1376.000.132.501.8219.960188.041352.5Y2473.000.132.501.8276.705236.565440.7Y3277.000.132.501.8162.045138.522443.2Y4282.000.132.501.8164.970141.023260.8Y5455.000.132.501.8266.175227.560554.8Y6322.000.132.501.8188.370161.030327.6Y7388.000.132.501.8226.980194.044034.1Y8147.000.132.501.885.99573.56320.6Y9374.000.132.501.8218.790187.040913.7Y10364.000.132.501.8212.940182.038755.1Y11290.000.132.501.8169.650145.024599.3Y12388.000.132.501.8226.980194.044034.1Y13254.000.132.501.8148.590127.018870.9Y14327.000.132.501.8191.295163.531276.7Y15328.000.132.501.8191.880164.031468.3Y16254.000.132.501.8148.590127.018870.9Y17224.000.132.501.8131.040112.014676.5Y18224.000.132.501.8131.040112.014676.5Y19170.000.132.501.899.45085.08453.3Y20388.000.132.501.8226.980194.044034.1Y21374.000.132.501.8218.790187.040913.7Y22151.000.132.501.888.33575.56669.3Y23321.000.132.501.8187.785160.530139.5Y24376.000.132.501.8219.960188.041352.5Y25473.000.132.501.8276.705236.565440.7Y26277.000.132.501.8162.045138.522443.2 Pi Muro =4842.05m2 Kx=831322.73Tn/m2

Ym =171.69mPARA EL CUARTO PISOEN X-XMuroL (m)t (m) Espesorh (cm)peso especifico (tn)peso Pi (tn)Xi PiXi

X12.750.132.501.81.6091.382.212X24.830.132.501.82.8262.426.824X34.610.132.501.82.6972.316.216X43.620.132.501.82.1181.813.833X54.690.132.501.82.7442.356.434X62.000.132.501.81.1701.001.170X71.300.132.501.80.7610.650.494X82.290.132.501.81.3401.151.534X91.670.132.501.80.9770.840.816X102.170.132.501.81.2691.091.377X111.650.132.501.80.9650.830.796X124.460.132.501.82.6092.235.818X131.690.132.501.80.9890.850.835X143.320.132.501.81.9421.663.224X152.890.132.501.81.6911.452.443X162.650.132.501.81.5501.332.054X173.940.132.501.82.3051.974.541X182.290.132.501.81.3401.151.534X192.890.132.501.81.6911.452.443X203.090.132.501.81.8081.552.793X212.890.132.501.81.6911.452.443X222.770.132.501.81.6201.392.244X232.800.132.501.81.6381.402.293X241.370.132.501.80.8010.690.549X252.400.132.501.81.4041.201.685X262.750.132.501.81.6091.382.212X274.830.132.501.82.8262.426.824X284.510.132.501.82.6382.265.949X292.640.132.501.81.5441.322.039X303.620.132.501.82.1181.813.833X314.690.132.501.82.7442.356.434 Pi Muro =55.03m2 Kx =93.90Tn/m2

Xm =1.71m

EN Y-YMuroL (m)t (m) Espesorh (cm)peso especifico (tn)peso Pi (tn)Xi PiXi

Y1376.000.132.501.8219.960188.041352.5Y2473.000.132.501.8276.705236.565440.7Y3277.000.132.501.8162.045138.522443.2Y4282.000.132.501.8164.970141.023260.8Y5455.000.132.501.8266.175227.560554.8Y6322.000.132.501.8188.370161.030327.6Y7388.000.132.501.8226.980194.044034.1Y8147.000.132.501.885.99573.56320.6Y9374.000.132.501.8218.790187.040913.7Y10364.000.132.501.8212.940182.038755.1Y11290.000.132.501.8169.650145.024599.3Y12388.000.132.501.8226.980194.044034.1Y13254.000.132.501.8148.590127.018870.9Y14327.000.132.501.8191.295163.531276.7Y15328.000.132.501.8191.880164.031468.3Y16254.000.132.501.8148.590127.018870.9Y17224.000.132.501.8131.040112.014676.5Y18224.000.132.501.8131.040112.014676.5Y19170.000.132.501.899.45085.08453.3Y20388.000.132.501.8226.980194.044034.1Y21374.000.132.501.8218.790187.040913.7Y22151.000.132.501.888.33575.56669.3Y23321.000.132.501.8187.785160.530139.5Y24376.000.132.501.8219.960188.041352.5Y25473.000.132.501.8276.705236.565440.7Y26277.000.132.501.8162.045138.522443.2 Pi Muro =4842.05m2 Kx =831322.73Tn/m2

Ym =171.69mPARA EL QUINTO PISOEN X-XMuroL (m)t (m) Espesorh (cm)peso especifico (tn)peso Pi (tn)Xi PiXi

X12.750.132.501.81.6091.382.212X24.830.132.501.82.8262.426.824X34.610.132.501.82.6972.316.216X43.620.132.501.82.1181.813.833X54.690.132.501.82.7442.356.434X62.000.132.501.81.1701.001.170X71.300.132.501.80.7610.650.494X82.290.132.501.81.3401.151.534X91.670.132.501.80.9770.840.816X102.170.132.501.81.2691.091.377X111.650.132.501.80.9650.830.796X124.460.132.501.82.6092.235.818X131.690.132.501.80.9890.850.835X143.320.132.501.81.9421.663.224X152.890.132.501.81.6911.452.443X162.650.132.501.81.5501.332.054X173.940.132.501.82.3051.974.541X182.290.132.501.81.3401.151.534X192.890.132.501.81.6911.452.443X203.090.132.501.81.8081.552.793X212.890.132.501.81.6911.452.443X222.770.132.501.81.6201.392.244X232.800.132.501.81.6381.402.293X241.370.132.501.80.8010.690.549X252.400.132.501.81.4041.201.685X262.750.132.501.81.6091.382.212X274.830.132.501.82.8262.426.824X284.510.132.501.82.6382.265.949X292.640.132.501.81.5441.322.039X303.620.132.501.82.1181.813.833X314.690.132.501.82.7442.356.434 Pi Muro =55.03m2 Kx =93.90Tn/m2

Xm =1.71m

EN Y-YMuroL (m)t (m) Espesorh (cm)peso especifico (tn)peso Pi (tn)Xi PiXi

Y1376.000.132.501.8219.960188.041352.5Y2473.000.132.501.8276.705236.565440.7Y3277.000.132.501.8162.045138.522443.2Y4282.000.132.501.8164.970141.023260.8Y5455.000.132.501.8266.175227.560554.8Y6322.000.132.501.8188.370161.030327.6Y7388.000.132.501.8226.980194.044034.1Y8147.000.132.501.885.99573.56320.6Y9374.000.132.501.8218.790187.040913.7Y10364.000.132.501.8212.940182.038755.1Y11290.000.132.501.8169.650145.024599.3Y12388.000.132.501.8226.980194.044034.1Y13254.000.132.501.8148.590127.018870.9Y14327.000.132.501.8191.295163.531276.7Y15328.000.132.501.8191.880164.031468.3Y16254.000.132.501.8148.590127.018870.9Y17224.000.132.501.8131.040112.014676.5Y18224.000.132.501.8131.040112.014676.5Y19170.000.132.501.899.45085.08453.3Y20388.000.132.501.8226.980194.044034.1Y21374.000.132.501.8218.790187.040913.7Y22151.000.132.501.888.33575.56669.3Y23321.000.132.501.8187.785160.530139.5Y24376.000.132.501.8219.960188.041352.5Y25473.000.132.501.8276.705236.565440.7Y26277.000.132.501.8162.045138.522443.2 Pi Muro =4842.05m2 Kx=831322.73Tn/m2

Ym =171.69m

Ec=15000*f'c^0,5Em=500*Ec

CORTE DIRECTOANALISIS DE CORTE DIRECTODATOS:f'c=210kg/cm2f'm =85kg/cm2Ec =217370.65kg/cm3Modulo de elasticidad del concretoEm =42500kg/cm4Modulo de elasticidadn =5.11Modulo de corteCALCULAMOS EL CORTANTE DIRECTO SOBRE CADA MUROANALISIS EN EL 1er PISOCORTANTE BASALVu=306.35tonEN X-XRigidez x-xCte DirectoMuroL(cm)t(cm)H(cm)Area de Muro (cm2)KxiKxi/xiVm-xEspesor(kg/cm)(%)(kg)X1275.0013250357596379.7509829622.567.85X2483.00132506279262162.6788487236.9721.35X3461.00132505993243947.2127725026.4819.87X4362.00132504706163011.3582903674.3313.27X5469.00132506097250567.7948593396.6620.40X6200.0013250260047783.78378378381.273.89X7130.0013250169016146.89058862650.431.31X8229.0013250297765156.80599917021.735.31X9167.0013250217130848.10074115810.822.51X10217.0013250282157716.26978508281.534.70X11165.0013250214529931.69895228760.802.44X12406.00132505278198655.6885352475.2816.18X13169.0013250219731777.74236407560.842.59X14332.00132504316139275.7930122343.7011.34X15289.00132503757106568.0593451772.838.68X16265.0013250344589276.10842785042.377.27X17343.00132504459147909.3045823263.9312.04X18229.0013250297765156.80599917021.735.31X19289.00132503757106568.0593451772.838.68X20309.00132504017121546.967879163.239.90X21289.00132503757106568.0593451772.838.68X22277.0013250360197818.54138075382.607.97X23280.0013250364099987.46908491342.668.14X24137.0013250178118552.26987956530.491.51X25240.0013250312072258.84578997161.925.88X26275.0013250357596379.7509829622.567.85X27483.00132506279262162.6788487236.9721.35X28451.00132505863235679.0324028176.2619.19X29264.0013250343288574.37841982372.357.21X30362.00132504706163011.3582903674.3313.27X31469.00132506097250567.7948593396.6620.40xi =3761947.05437883kg/cm2

EN Y-YRigidez x-xCte DirectoMuroL(cm)t(cm)H(cm)Area de Muro (cm2)KxiKxi/xiVm-xEspesor(kg/cm)(%)(kg)Y1376.00132504888174266.3128663994.6314.19Y2473.00132506149253879.6526329626.7520.67Y3277.0013250360197818.54138075382.607.97Y4282.00132503666101440.4167246592.708.26Y5455.00132505915238985.149097386.3519.46Y6344.00132504472148698.4645492293.9512.11Y7388.00132505044183983.155158264.8914.98Y8354.00132504602156625.9808162984.1612.75Y9137.0013250178118552.26987956530.491.51Y10149.0013250193723090.64440324320.611.88Y11388.00132505044183983.155158264.8914.98Y12374.00132504862172652.7400885274.5914.06Y13290.00132503770107305.7734421662.858.74Y14388.00132505044183983.155158264.8914.98Y15234.0013250304268353.13816176971.825.57Y16254.0013250330281649.36250417092.176.65Y17327.00132504251135382.1660794663.6011.02Y18328.00132504264136159.2625080313.6211.09Y19254.0013250330281649.36250417092.176.65Y20224.0013250291262015.95653737071.655.05Y21224.0013250291262015.95653737071.655.05Y22170.0013250221032247.49034749030.862.63Y23388.00132505044183983.155158264.8914.98Y24374.00132504862172652.7400885274.5914.06Y25151.0013250196323897.14201813420.641.95Y26137.0013250178118552.26987956530.491.51Y27173.0013250224933676.25768496150.902.74Y28321.00132504173130737.4509902113.4810.65Y29376.00132504888174266.3128663994.6314.19Y30473.00132506149253879.6526329626.7520.67Y31277.0013250360197818.54138075382.607.97xi =3794201.62923557kg/cm2ANALISIS EN EL 2er PISOCORTANTE BASALVu=306.35tonEN X-XRigidez x-xCte DirectoMuroL(cm)t(cm)H(cm)Area de Muro (cm2)KxiKxi/xiVm-xEspesor(kg/cm)(%)(kg)X1275.0013.00250.003575.0096379.752.567.85X2483.0013.00250.006279.00262162.686.9721.35X3461.0013.00250.005993.00243947.216.4819.87X4362.0013.00250.004706.00163011.364.3313.27X5469.0013.00250.006097.00250567.796.6620.40X6200.0013.00250.002600.0047783.781.273.89X7130.0013.00250.001690.0016146.890.431.31X8229.0013.00250.002977.0065156.811.735.31X9167.0013.00250.002171.0030848.100.822.51X10217.0013.00250.002821.0057716.271.534.70X11165.0013.00250.002145.0029931.700.802.44X12406.0013.00250.005278.00198655.695.2816.18X13169.0013.00250.002197.0031777.740.842.59X14332.0013.00250.004316.00139275.793.7011.34X15289.0013.00250.003757.00106568.062.838.68X16265.0013.00250.003445.0089276.112.377.27X17343.0013.00250.004459.00147909.303.9312.04X18229.0013.00250.002977.0065156.811.735.31X19289.0013.00250.003757.00106568.062.838.68X20309.0013.00250.004017.00121546.973.239.90X21289.0013.00250.003757.00106568.062.838.68X22277.0013.00250.003601.0097818.542.607.97X23280.0013.00250.003640.0099987.472.668.14X24137.0013.00250.001781.0018552.270.491.51X25240.0013.00250.003120.0072258.851.925.88X26275.0013.00250.003575.0096379.752.567.85X27483.0013.00250.006279.00262162.686.9721.35X28451.0013.00250.005863.00235679.036.2619.19X29264.0013.00250.003432.0088574.382.357.21X30362.0013.00250.004706.00163011.364.3313.27X31469.0013.00250.006097.00250567.796.6620.40xi =3761947.05437883kg/cm2EN Y-YRigidez x-xCte DirectoMuroL(cm)t(cm)H(cm)Area de Muro (cm2)KxiKxi/xiVm-xEspesor(kg/cm)(%)(kg)Y1376.0013.00250.004888.00174266.314.6314.19Y2473.0013.00250.006149.00253879.656.7520.67Y3277.0013.00250.003601.0097818.542.607.97Y4282.0013.00250.003666.00101440.422.708.26Y5455.0013.00250.005915.00238985.156.3519.46Y6344.0013.00250.004472.00148698.463.9512.11Y7388.0013.00250.005044.00183983.164.8914.98Y8354.0013.00250.004602.00156625.984.1612.75Y9137.0013.00250.001781.0018552.270.491.51Y10149.0013.00250.001937.0023090.640.611.88Y11388.0013.00250.005044.00183983.164.8914.98Y12374.0013.00250.004862.00172652.744.5914.06Y13290.0013.00250.003770.00107305.772.858.74Y14388.0013.00250.005044.00183983.164.8914.98Y15234.0013.00250.003042.0068353.141.825.57Y16254.0013.00250.003302.0081649.362.176.65Y17327.0013.00250.004251.00135382.173.6011.02Y18328.0013.00250.004264.00136159.263.6211.09Y19254.0013.00250.003302.0081649.362.176.65Y20224.0013.00250.002912.0062015.961.655.05Y21224.0013.00250.002912.0062015.961.655.05Y22170.0013.00250.002210.0032247.490.862.63Y23388.0013.00250.005044.00183983.164.8914.98Y24374.0013.00250.004862.00172652.744.5914.06Y25151.0013.00250.001963.0023897.140.641.95Y26137.0013.00250.001781.0018552.270.491.51Y27173.0013.00250.002249.0033676.260.902.74Y28321.0013.00250.004173.00130737.453.4810.65Y29376.0013.00250.004888.00174266.314.6314.19Y30473.0013.00250.006149.00253879.656.7520.67Y31277.0013.00250.003601.0097818.542.607.97xi =3794201.62923557kg/cm2ANALISIS EN EL 3er PISOCORTANTE BASALVu=306.35tonEN X-XRigidez x-xCte DirectoMuroL(cm)t(cm)H(cm)Area de Muro (cm2)KxiKxi/xiVm-xEspesor(kg/cm)(%)(kg)X1275.0013250357596379.7509829622.567.85X2483.00132506279262162.6788487236.9721.35X3461.00132505993243947.2127725026.4819.87X4362.00132504706163011.3582903674.3313.27X5469.00132506097250567.7948593396.6620.40X6200.0013250260047783.78378378381.273.89X7130.0013250169016146.89058862650.431.31X8229.0013250297765156.80599917021.735.31X9167.0013250217130848.10074115810.822.51X10217.0013250282157716.26978508281.534.70X11165.0013250214529931.69895228760.802.44X12446.00132505798231548.8723445466.1618.86X13169.0013250219731777.74236407560.842.59X14332.00132504316139275.7930122343.7011.34X15289.00132503757106568.0593451772.838.68X16265.0013250344589276.10842785042.377.27X17394.00132505122188862.2100633225.0215.38X18229.0013250297765156.80599917021.735.31X19289.00132503757106568.0593451772.838.68X20309.00132504017121546.967879163.239.90X21289.00132503757106568.0593451772.838.68X22277.0013250360197818.54138075382.607.97X23280.0013250364099987.46908491342.668.14X24137.0013250178118552.26987956530.491.51X25240.0013250312072258.84578997161.925.88X26275.0013250357596379.7509829622.567.85X27483.00132506279262162.6788487236.9721.35X28451.00132505863235679.0324028176.2619.19X29264.0013250343288574.37841982372.357.21X30362.00132504706163011.3582903674.3313.27X31469.00132506097250567.7948593396.6620.40xi =3835793.14366913kg/cm2EN Y-YRigidez x-xCte DirectoMuroL(cm)t(cm)H(cm)Area de Muro (cm2)KxiKxi/xiVm-xEspesor(kg/cm)(%)(kg)Y1376.00132504888174266.3128663994.6314.19Y2473.00132506149253879.6526329626.7520.67Y3277.0013250360197818.54138075382.607.97Y4282.00132503666101440.4167246592.708.26Y5455.00132505915238985.149097386.3519.46Y6322.00132504186131509.3932113243.5010.71Y7388.00132505044183983.155158264.8914.98Y8147.0013250191122298.32838352490.591.82Y9374.00132504862172652.7400885274.5914.06Y10364.00132504732164613.2163684894.3813.41Y11290.00132503770107305.7734421662.858.74Y12388.00132505044183983.155158264.8914.98Y13254.0013250330281649.36250417092.176.65Y14327.00132504251135382.1660794663.6011.02Y15328.00132504264136159.2625080313.6211.09Y16254.0013250330281649.36250417092.176.65Y17224.0013250291262015.95653737071.655.05Y18224.0013250291262015.95653737071.655.05Y19170.0013250221032247.49034749030.862.63Y20388.00132505044183983.155158264.8914.98Y21374.00132504862172652.7400885274.5914.06Y22151.0013250196323897.14201813420.641.95Y23321.00132504173130737.4509902113.4810.65Y24376.00132504888174266.3128663994.6314.19Y25473.00132506149253879.6526329626.7520.67Y26277.0013250360197818.54138075382.607.97xi =3461090.38666602kg/cm2ANALISIS EN EL 4er PISOCORTANTE BASALVu=306.35tonEN X-XRigidez x-xCte DirectoMuroL(cm)t(cm)H(cm)Area de Muro (cm2)KxiKxi/xiVm-xEspesor(kg/cm)(%)(kg)X1275.0013250357596379.7509829622.567.85X2483.00132506279262162.6788487236.9721.35X3461.00132505993243947.2127725026.4819.87X4362.00132504706163011.3582903674.3313.27X5469.00132506097250567.7948593396.6620.40X6200.0013250260047783.78378378381.273.89X7130.0013250169016146.89058862650.431.31X8229.0013250297765156.80599917021.735.31X9167.0013250217130848.10074115810.822.51X10217.0013250282157716.26978508281.534.70X11165.0013250214529931.69895228760.802.44X12446.00132505798231548.8723445466.1618.86X13169.0013250219731777.74236407560.842.59X14332.00132504316139275.7930122343.7011.34X15289.00132503757106568.0593451772.838.68X16265.0013250344589276.10842785042.377.27X17394.00132505122188862.2100633225.0215.38X18229.0013250297765156.80599917021.735.31X19289.00132503757106568.0593451772.838.68X20309.00132504017121546.967879163.239.90X21289.00132503757106568.0593451772.838.68X22277.0013250360197818.54138075382.607.97X23280.0013250364099987.46908491342.668.14X24137.0013250178118552.26987956530.491.51X25240.0013250312072258.84578997161.925.88X26275.0013250357596379.7509829622.567.85X27483.00132506279262162.6788487236.9721.35X28451.00132505863235679.0324028176.2619.19X29264.0013250343288574.37841982372.357.21X30362.00132504706163011.3582903674.3313.27X31469.00132506097250567.7948593396.6620.40xi =3835793.14366913kg/cm2

EN Y-YRigidez x-xCte DirectoMuroL(cm)t(cm)H(cm)Area de Muro (cm2)KxiKxi/xiVm-xEspesor(kg/cm)(%)(kg)Y1376.0013.00250.004888.00174266.314.6314.19Y2473.0013.00250.006149.00253879.656.7520.67Y3277.0013.00250.003601.0097818.542.607.97Y4282.0013.00250.003666.00101440.422.708.26Y5455.0013.00250.005915.00238985.156.3519.46Y6322.0013.00250.004186.00131509.393.5010.71Y7388.0013.00250.005044.00183983.164.8914.98Y8147.0013.00250.001911.0022298.330.591.82Y9374.0013.00250.004862.00172652.744.5914.06Y10364.0013.00250.004732.00164613.224.3813.41Y11290.0013.00250.003770.00107305.772.858.74Y12388.0013.00250.005044.00183983.164.8914.98Y13254.0013.00250.003302.0081649.362.176.65Y14327.0013.00250.004251.00135382.173.6011.02Y15328.0013.00250.004264.00136159.263.6211.09Y16254.0013.00250.003302.0081649.362.176.65Y17224.0013.00250.002912.0062015.961.655.05Y18224.0013.00250.002912.0062015.961.655.05Y19170.0013.00250.002210.0032247.490.862.63Y20388.0013.00250.005044.00183983.164.8914.98Y21374.0013.00250.004862.00172652.744.5914.06Y22151.0013.00250.001963.0023897.140.641.95Y23321.0013.00250.004173.00130737.453.4810.65Y24376.0013.00250.004888.00174266.314.6314.19Y25473.0013.00250.006149.00253879.656.7520.67Y26277.0013.00250.003601.0097818.542.607.97xi =3461090.38666602kg/cm2ANALISIS EN EL 5er PISOCORTANTE BASALVu=306.35tonEN X-XRigidez x-xCte DirectoMuroL(cm)t(cm)H(cm)Area de Muro (cm2)KxiKxi/xiVm-xEspesor(kg/cm)(%)(kg)X1275.0013250357596379.7509829622.567.85X2483.00132506279262162.6788487236.9721.35X3461.00132505993243947.2127725026.4819.87X4362.00132504706163011.3582903674.3313.27X5469.00132506097250567.7948593396.6620.40X6200.0013250260047783.78378378381.273.89X7130.0013250169016146.89058862650.431.31X8229.0013250297765156.80599917021.735.31X9167.0013250217130848.10074115810.822.51X10217.0013250282157716.26978508281.534.70X11165.0013250214529931.69895228760.802.44X12446.00132505798231548.8723445466.1618.86X13169.0013250219731777.74236407560.842.59X14332.00132504316139275.7930122343.7011.34X15289.00132503757106568.0593451772.838.68X16265.0013250344589276.10842785042.377.27X17394.00132505122188862.2100633225.0215.38X18229.0013250297765156.80599917021.735.31X19289.00132503757106568.0593451772.838.68X20309.00132504017121546.967879163.239.90X21289.00132503757106568.0593451772.838.68X22277.0013250360197818.54138075382.607.97X23280.0013250364099987.46908491342.668.14X24137.0013250178118552.26987956530.491.51X25240.0013250312072258.84578997161.925.88X26275.0013250357596379.7509829622.567.85X27483.00132506279262162.6788487236.9721.35X28451.00132505863235679.0324028176.2619.19X29264.0013250343288574.37841982372.357.21X30362.00132504706163011.3582903674.3313.27X31469.00132506097250567.7948593396.6620.40xi =3835793.14366913kg/cm2EN Y-YRigidez x-xCte DirectoMuroL(cm)t(cm)H(cm)Area de Muro (cm2)KxiKxi/xiVm-xEspesor(kg/cm)(%)(kg)Y1376.0013.00250.004888.00174266.314.6314.19Y2473.0013.00250.006149.00253879.656.7520.67Y3277.0013.00250.003601.0097818.542.607.97Y4282.0013.00250.003666.00101440.422.708.26Y5455.0013.00250.005915.00238985.156.3519.46Y6322.0013.00250.004186.00131509.393.5010.71Y7388.0013.00250.005044.00183983.164.8914.98Y8147.0013.00250.001911.0022298.330.591.82Y9374.0013.00250.004862.00172652.744.5914.06Y10364.0013.00250.004732.00164613.224.3813.41Y11290.0013.00250.003770.00107305.772.858.74Y12388.0013.00250.005044.00183983.164.8914.98Y13254.0013.00250.003302.0081649.362.176.65Y14327.0013.00250.004251.00135382.173.6011.02Y15328.0013.00250.004264.00136159.263.6211.09Y16254.0013.00250.003302.0081649.362.176.65Y17224.0013.00250.002912.0062015.961.655.05Y18224.0013.00250.002912.0062015.961.655.05Y19170.0013.00250.002210.0032247.490.862.63Y20388.0013.00250.005044.00183983.164.8914.98Y21374.0013.00250.004862.00172652.744.5914.06Y22151.0013.00250.001963.0023897.140.641.95Y23321.0013.00250.004173.00130737.453.4810.65Y24376.0013.00250.004888.00174266.314.6314.19Y25473.0013.00250.006149.00253879.656.7520.67Y26277.0013.00250.003601.0097818.542.607.97xi =3461090.38666602kg/cm2

Ec=15000*f'c^0,5Em=500*EcKmx=Em*t/(4*(h/L)^3+3*(h/L))

CONTROL DE LA FISURACIONCONTROL DE FISURACIONV'm king kong industrial81kg/cm2PRIMER PISOSISMO SEVEROSISMO MODERADOEN X-XR3R6MUROL (cm)t(cm)Vtotal (ton)MFc(ton-m)Vtotal (ton)MFc(ton-m)V'm (ton/m2)=Ve*L/Me finalX1275.0013.009.6217.64.818.8811.501.00X2483.0013.0010.419.35.29.65812.601.00X3461.0013.007.814.23.97.1812.531.00X4362.0013.005.610.42.85.2811.951.00X5469.0013.008.915.34.457.65812.731.00X6200.0013.008.715.44.357.7811.131.00X7130.0013.006.611.43.35.7810.750.75X8229.0013.009.117.34.558.65811.201.00X9167.0013.006.311.013.155.505810.960.96X10217.0013.003.47.011.73.505811.051.00X11165.0013.009.416.64.78.3810.930.93X12406.0013.007.513.43.756.7812.271.00X13169.0013.004.57.32.253.65811.041.00X14332.0013.005.19.982.554.99811.701.00X15289.0013.005.079.92.5354.95811.481.00X16265.0013.006.411.33.25.65811.501.00X17343.0013.003.57.091.753.545811.691.00X18229.0013.003.76.991.853.495811.211.00X19289.0013.003.76.871.853.435811.561.00X20309.0013.00713.663.56.83811.581.00X21289.0013.006.311.463.155.73811.591.00X22277.0013.006.0111.983.0055.99811.391.00X23280.0013.009.414.24.77.1811.851.00X24137.0013.005.039.62.5154.8810.720.72X25240.0013.006.410.013.25.005811.531.00X26275.0013.006.3410.0063.175.003811.741.00X27483.0013.005.19.872.554.935812.501.00X28451.0013.004.18.222.054.11812.251.00X29264.0013.004.328.3022.164.151811.371.00X30362.0013.004.057.992.0253.995811.831.00X31469.0013.003.57.051.753.525812.331.00Verificamos la fuerza cortante admisibleCortante del muroVmcontrola la ocurrencia de fisuraPg=PD+0,25PLVm=0,55(V'm)()(t)(L)+0,23PgVtotal (ton)0,55*VmVeVECUMPLEVE (ton) =22.48La resistenci al corte del edificio es mayorque la fuerza de corte ante sismo severoSISMO SEVEROSISMO MODERADOEN Y-YR3R6MUROL (cm)t(cm)Vtotal (ton)MFc(ton-m)Vtotal (ton)MFc(ton-m)V'm (ton/m2)=Ve*L/Me finalY1376.0013.007.8915.33.9457.65811.941.00Y2473.0013.004.6520.12.32510.05811.091.00Y3277.0013.007.8914.443.9457.22811.511.00Y4282.0013.002.5810.471.295.235810.690.69Y5455.0013.008.915.34.457.65812.651.00Y6344.0013.004.515.42.257.7811.011.00Y7388.0013.006.612.033.36.015812.131.00Y8354.0013.005.417.32.78.65811.101.00Y9137.0013.006.312.053.156.025810.720.72Y10149.0013.003.48.011.74.005810.630.63Y11388.0013.004.28.882.14.44811.841.00Y12374.0013.007.513.43.756.7812.091.00Y13290.0013.005.510.552.755.275811.511.00Y14388.0013.006.0112.343.0056.17811.891.00Y15234.0013.005.079.92.5354.95811.201.00Y16254.0013.006.411.33.25.65811.441.00Y17327.0013.003.057.091.5253.545811.411.00Y18328.0013.003.76.991.853.495811.741.00Y19254.0013.007.896.873.9453.435812.921.00Y20224.0013.007.0313.663.5156.83811.151.00Y21224.0013.006.311.463.155.73811.231.00Y22170.0013.006.0111.983.0055.99810.850.85Y23388.0013.009.414.24.77.1812.571.00Y24374.0013.005.039.62.5154.8811.961.00Y25151.0013.006.410.013.25.005810.970.97Y26137.0013.005.6910.0062.8455.003810.780.78Y27173.0013.005.110.362.555.18810.850.85Y28321.0013.007.598.223.7954.11812.961.00Y29376.0013.004.788.3022.394.151812.161.00Y30473.0013.005.4811.142.745.57812.331.00Y31277.0013.006.6877.053.34353.525812.631.00Verificamos la fuerza cortante admisibleVmPg=PD+0,25PLVm=0,55(V'm)()(t)(L)+0,23PgVtotal (ton)0,55*VmVeVECUMPLEVE (ton) =65.32La resistenci al corte del edificio es mayorque la fuerza de corte ante sismo severoSEGUNDO PISOSISMO SEVEROSISMO MODERADOEN X-XR3R6MUROL (cm)t(cm)Vtotal (ton)MFc(ton-m)Vtotal (ton)MFc(ton-m)V'm (ton/m2)=Ve*L/Me finalX1275.0013.007.898.753.9454.375812.481.00X2483.0013.004.5813.562.296.78811.631.00X3461.0013.006.5811.253.295.625812.701.00X4362.0013.007.8910.363.9455.18812.761.00X5469.0013.007.898.563.9454.28814.321.00X6200.0013.006.5515.43.2757.7810.850.85X7130.0013.003.6911.41.8455.7810.420.42X8229.0013.007.89617.33.9488.65811.051.00X9167.0013.002.5611.011.285.505810.390.39X10217.0013.003.47.011.73.505811.051.00X11165.0013.009.416.64.78.3810.930.93X12406.0013.007.513.43.756.7812.271.00X13169.0013.004.57.32.253.65811.041.00X14332.0013.005.19.982.554.99811.701.00X15289.0013.005.079.92.5354.95811.481.00X16265.0013.006.411.33.25.65811.501.00X17343.0013.003.57.091.753.545811.691.00X18229.0013.003.76.991.853.495811.211.00X19289.0013.003.76.871.853.435811.561.00X20309.0013.00713.663.56.83811.581.00X21289.0013.006.311.463.155.73811.591.00X22277.0013.006.0111.983.0055.99811.391.00X23280.0013.009.414.24.77.1811.851.00X24137.0013.001.589.60.794.8810.230.23X25240.0013.006.410.013.25.005811.531.00X26275.0013.006.3410.0063.175.003811.741.00X27483.0013.005.19.872.554.935812.501.00X28451.0013.004.18.222.054.11812.251.00X29264.0013.004.328.3022.164.151811.371.00X30362.0013.004.057.992.0253.995811.831.00X31469.0013.003.57.051.753.525812.331.00Verificamos la fuerza cortante admisibleVmPg=PD+0,25PLVm=0,55(V'm)()(t)(L)+0,23PgVtotal (ton)0,55*VmVeVECUMPLEVE (ton) =65.32La resistenci al corte del edificio es mayorque la fuerza de corte ante sismo severoSISMO SEVEROSISMO MODERADOEN Y-YR3R6MUROL (cm)t(cm)Vtotal (ton)MFc(ton-m)Vtotal (ton)MFc(ton-m)V'm (ton/m2)=Ve*L/Me finalY1376.0013.006.6615.33.337.65811.641.00Y2473.0013.004.5820.12.2910.05811.081.00Y3277.0013.007.8914.443.9457.22811.511.00Y4282.0013.009.8710.474.9355.235812.661.00Y5455.0013.005.8615.32.937.65811.741.00Y6344.0013.004.515.42.257.7811.011.00Y7388.0013.006.612.033.36.015812.131.00Y8354.0013.005.417.32.78.65811.101.00Y9137.0013.006.312.053.156.025810.720.72Y10149.0013.003.48.011.74.005810.630.63Y11388.0013.004.28.882.14.44811.841.00Y12374.0013.007.513.43.756.7812.091.00Y13290.0013.005.510.552.755.275811.511.00Y14388.0013.006.0112.343.0056.17811.891.00Y15234.0013.005.079.92.5354.95811.201.00Y16254.0013.006.411.33.25.65811.441.00Y17327.0013.003.57.091.753.545811.611.00Y18328.0013.003.76.991.853.495811.741.00Y19254.0013.004.76.872.353.435811.741.00Y20224.0013.007.0313.663.5156.83811.151.00Y21224.0013.006.311.463.155.73811.231.00Y22170.0013.006.0111.983.0055.99810.850.85Y23388.0013.009.414.24.77.1812.571.00Y24374.0013.005.039.62.5154.8811.961.00Y25151.0013.006.410.013.25.005810.970.97Y26137.0013.007.2410.0063.625.003810.990.99Y27173.0013.005.110.362.555.18810.850.85Y28321.0013.004.18.222.054.11811.601.00Y29376.0013.005.338.3022.6654.151812.411.00Y30473.0013.006.8811.143.445.57812.921.00Y31277.0013.005.687.052.843.525812.231.00Verificamos la fuerza cortante admisibleVmPg=PD+0,25PLVm=0,55(V'm)()(t)(L)+0,23PgVtotal (ton)0,55*VmVeVECUMPLEVE (ton) =65.32La resistenci al corte del edificio es mayorque la fuerza de corte ante sismo severoCUARTO PISOSISMO SEVEROSISMO MODERADOEN X-XR3R6MUROL (cm)t(cm)Vtotal (ton)MFc(ton-m)Vtotal (ton)MFc(ton-m)V'm (ton/m2)=Ve*L/Me finalX1275.0013.008.3417.64.178.8811.301.00X2483.0013.0011.1119.35.5559.65812.781.00X3461.0013.008.5714.24.2857.1812.781.00X4362.0013.004.7710.42.3855.2811.661.00X5469.0013.006.2515.33.1257.65811.921.00X6200.0013.008.8715.44.4357.7811.151.00X7130.0013.003.711.41.855.7810.420.42X8229.0013.008.7517.34.3758.65811.161.00X9167.0013.004.6811.012.345.505810.710.71X10217.0013.009.657.014.8253.505812.991.00X11165.0013.009.416.64.78.3810.930.93X12446.0013.007.513.43.756.7812.501.00X13169.0013.007.697.33.8453.65811.781.00X14332.0013.008.619.984.3054.99812.861.00X15289.0013.006.579.93.2854.95811.921.00X16265.0013.007.3611.33.685.65811.731.00X17394.0013.007.457.093.7253.545814.141.00X18229.0013.007.636.993.8153.495812.501.00X19289.0013.004.586.872.293.435811.931.00X20309.0013.007.00413.663.5026.83811.581.00X21289.0013.005.0711.462.5355.73811.281.00X22277.0013.008.6311.984.3155.99812.001.00X23280.0013.009.414.24.77.1811.851.00X24137.0013.005.039.62.5154.8810.720.72X25240.0013.006.410.013.25.005811.531.00X26275.0013.006.3410.0063.175.003811.741.00X27483.0013.005.349.872.674.935812.611.00X28451.0013.004.18.222.054.11812.251.00X29264.0013.003.588.3021.794.151811.141.00X30362.0013.004.057.992.0253.995811.831.00X31469.0013.003.787.051.893.525812.511.00Verificamos la fuerza cortante admisibleVmPg=PD+0,25PLVm=0,55(V'm)()(t)(L)+0,23PgVtotal (ton)0,55*VmVeVECUMPLEVE (ton) =205.92La resistenci al corte del edificio es mayorque la fuerza de corte ante sismo severoSISMO SEVEROSISMO MODERADOEN Y-YR3R6MUROL (cm)t(cm)Vtotal (ton)MFc(ton-m)Vtotal (ton)MFc(ton-m)V'm (ton/m2)=Ve*L/Me finalY1376.0013.006.5815.33.297.65811.621.00Y2473.0013.004.5820.12.2910.05811.081.00Y3277.0013.007.5214.443.767.22811.441.00Y4282.0013.005.5510.472.7755.235811.491.00Y5455.0013.008.9915.34.4957.65812.671.00Y6322.0013.0010.515.45.257.7812.201.00Y7388.0013.006.612.033.36.015812.131.00Y8147.0013.001.117.30.558.65810.090.09Y9374.0013.006.312.053.156.025811.961.00Y10364.0013.004.98.012.454.005812.231.00Y11290.0013.004.878.882.4354.44811.591.00Y12388.0013.008.513.44.256.7812.461.00Y13254.0013.004.6910.552.3455.275811.131.00Y14327.0013.009.6712.344.8356.17812.561.00Y15328.0013.007.859.93.9254.95812.601.00Y16254.0013.006.9911.33.4955.65811.571.00Y17224.0013.003.57.091.753.545811.111.00Y18224.0013.007.546.993.773.495812.421.00Y19170.0013.004.76.872.353.435811.161.00Y20388.0013.007.0313.663.5156.83812.001.00Y21374.0013.006.311.463.155.73812.061.00Y22151.0013.006.0111.983.0055.99810.760.76Y23321.0013.009.414.24.77.1812.121.00Y24376.0013.006.079.63.0354.8812.381.00Y25473.0013.006.410.013.25.005813.021.00Y26277.0013.004.5810.0062.295.003811.271.00Verificamos la fuerza cortante admisibleVmPg=PD+0,25PLVm=0,55(V'm)()(t)(L)+0,23PgVtotal (ton)0,55*VmVeVECUMPLEVE (ton) =306.35La resistenci al corte del edificio es mayorque la fuerza de corte ante sismo severo

FUERZAS DE DISEOFUERZAS DE DISEOPRIMER PISOVmVuMuMUROVm=0,55(V'm)()(t)(L)+0,23PgVtotal (ton)MFc(ton-m)Vm1/Ve1Vm1/Ve1 finalVe(Vm1/Ve1)Me(Vm1/Ve1)X116.634.8117.603.463.0014.4352.80X229.265.2019.305.633.0015.6057.90X327.813.9014.207.133.0011.7042.60X422.012.8010.407.863.008.4031.20X528.304.4515.306.363.0013.3545.90X612.204.3515.402.812.8112.2043.21X76.013.3011.401.822.006.6022.80X813.934.5517.303.063.0013.6551.90X99.703.1511.013.083.009.4533.03X1013.181.707.017.763.005.1021.03X119.364.7016.601.992.009.4033.20X1224.933.7513.406.653.0011.2540.20X1310.232.257.304.553.006.7521.90X1420.312.559.987.973.007.6529.94X1517.552.549.906.923.007.6129.70X1616.093.2011.305.033.009.6033.90X1720.981.757.0911.993.005.2521.27X1813.921.856.997.523.005.5520.97X1917.531.856.879.473.005.5520.61X2018.843.5013.665.383.0010.5040.98X2117.713.1511.465.623.009.4534.38X2216.783.0111.985.583.009.0235.94X2317.174.7014.203.653.0014.1042.60X246.062.529.602.412.416.0623.15X2514.633.2010.014.573.009.6030.03X2616.603.1710.015.243.009.5130.02X2729.172.559.8711.443.007.6529.61X2827.192.058.2213.263.006.1524.66X2915.982.168.307.403.006.4824.91X3021.832.037.9910.783.006.0823.97X3128.271.757.0516.163.005.2521.15

DISEO COL. CONF.DISEO DE COLUMNAS DE CONFINAMIENTOPRIMER PISOMURO X1COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h52.8ton-mVm1=16.63tonNc=2Numero de columnasPc=Pg1/2+Pg2/24.32tonLm=2.75Longitud del muroF=19.20Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=8.31tonTraccionT=F-PcT=14.88tonCompresionC=Pc+FC=23.52tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=23.74cm2TraccionAst=T/(fy*)Ast=4.17cm2Refuerzo verticalAs=Asf+AstAs=27.91cm2Considerandousar5de 1"Diseo por compresionAs=12.7C=23.52tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=97.85cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=232.88cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 15 a 0,05; rto a 0,25Viga soleraVm1=16.63Lm=2.75L=2.75Acs=1339030=0.9T=8.31tonAs=2.20cm2Acero minimo =1.95cm2Usar4de1.27PRIMER PISOMURO X2COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h57.9ton-mVm1=6.01tonNc=2Numero de columnasPc=Pg1/2+Pg2/25.21tonLm=4.83Longitud del muroF=11.99Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=3.01tonTraccionT=F-PcT=6.78tonCompresionC=Pc+FC=17.20tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=8.58cm2TraccionAst=T/(fy*)Ast=1.90cm2Refuerzo verticalAs=Asf+AstAs=10.48cm2Considerandousar4de 1/2"Diseo por compresionAs=12.7C=17.20tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=148.51cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=84.17cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 15 a 0,05; rto a 0,25Viga soleraVm1=6.01Lm=4.83L=4.83Acs=1339030=0.9T=3.01tonAs=0.79cm2Acero minimo =1.95cm2Usar4de1.27PRIMER PISOMURO X3COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h42.6ton-mVm1=27.81tonNc=2Numero de columnasPc=Pg1/2+Pg2/24.67tonLm=4.61Longitud del muroF=9.24Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=13.90tonTraccionT=F-PcT=4.57tonCompresionC=Pc+FC=13.91tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=39.71cm2TraccionAst=T/(fy*)Ast=1.28cm2Refuerzo verticalAs=Asf+AstAs=40.99cm2Considerandousar8de 1"Diseo por compresionAs=12.7C=13.91tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=174.79cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=389.44cm2Ac15cm30cm450cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=286cm2tn=11cmS1=5.47cm

S2=21.52cm

S3=6.5cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,25Viga soleraVm1=27.81Lm=4.61L=4.61Acs=1339030=0.9T=13.90tonAs=3.68cm2Acero minimo =1.95cm2Usar4de1.27PRIMER PISOMURO X4COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h31.2ton-mVm1=22.01tonNc=2Numero de columnasPc=Pg1/2+Pg2/24.74tonLm=3.62Longitud del muroF=8.62Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=11.00tonTraccionT=F-PcT=3.88tonCompresionC=Pc+FC=13.36tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=31.43cm2TraccionAst=T/(fy*)Ast=1.09cm2Refuerzo verticalAs=Asf+AstAs=32.51cm2Considerandousar6de 1"Diseo por compresionAs=12.7C=13.36tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=179.22cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=308.21cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 15 a 0,05; rto a 0,25Viga soleraVm1=22.01Lm=3.62L=3.62Acs=1339030=0.9T=11.00tonAs=2.91cm2Acero minimo =1.95cm2Usar4de1.27PRIMER PISOMURO X5COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h45.9ton-mVm1=28.30tonNc=2Numero de columnasPc=Pg1/2+Pg2/23.83tonLm=4.69Longitud del muroF=9.79Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=14.15tonTraccionT=F-PcT=5.96tonCompresionC=Pc+FC=13.61tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=40.41cm2TraccionAst=T/(fy*)Ast=1.67cm2Refuerzo verticalAs=Asf+AstAs=42.08cm2Considerandousar8de 1"Diseo por compresionAs=12.7C=13.61tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=177.18cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=396.37cm2Ac15cm30cm450cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=286cm2tn=11cmS1=5.47cm

S2=21.52cm

S3=6.5cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,25Viga soleraVm1=28.30Lm=4.69L=4.69Acs=1339030=0.9T=14.15tonAs=3.74cm2Acero minimo =1.95cm2Usar4de1.27PRIMER PISOMURO X6COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h43.21ton-mVm1=12.20tonNc=2Numero de columnasPc=Pg1/2+Pg2/22.10tonLm=2.00Longitud del muroF=21.60Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=6.10tonTraccionT=F-PcT=19.50tonCompresionC=Pc+FC=23.71tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=17.43cm2TraccionAst=T/(fy*)Ast=5.46cm2Refuerzo verticalAs=Asf+AstAs=22.89cm2Considerandousar4de 1"Diseo por compresionAs=12.7C=23.71tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=96.40cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=170.93cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 15 a 0,05; rto a 0,25Viga soleraVm1=12.20Lm=2.00L=2.00Acs=1339030=0.9T=6.10tonAs=1.61cm2Acero minimo =1.95cm2Usar4de1.27PRIMER PISOMURO X7COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h22.8ton-mVm1=6.01tonNc=2Numero de columnasPc=Pg1/2+Pg2/22.20tonLm=1.30Longitud del muroF=17.54Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=3.01tonTraccionT=F-PcT=15.34tonCompresionC=Pc+FC=19.74tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=8.59cm2TraccionAst=T/(fy*)Ast=4.30cm2Refuerzo verticalAs=Asf+AstAs=12.88cm2Considerandousar5de 5/8"Diseo por compresionAs=12.7C=19.74tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=128.14cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=84.21cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 15 a 0,05; rto a 0,25Viga soleraVm1=6.01Lm=1.30L=1.30Acs=1339030=0.9T=3.01tonAs=0.80cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X8COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h51.9ton-mVm1=13.93tonNc=2Numero de columnasPc=Pg1/2+Pg2/22.46tonLm=2.29Longitud del muroF=22.66Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=6.96tonTraccionT=F-PcT=20.21tonCompresionC=Pc+FC=25.12tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=19.89cm2TraccionAst=T/(fy*)Ast=5.66cm2Refuerzo verticalAs=Asf+AstAs=25.55cm2Considerandousar5de 1"Diseo por compresionAs=12.7C=25.12tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=85.09cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=195.09cm2Ac13cm20cm260cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=144cm2tn=9cmS1=5.83cm

S2=26.30cm

S3=4cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,20Viga soleraVm1=13.93Lm=2.29L=2.29Acs=1339030=0.9T=6.96tonAs=1.84cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X9COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h33.03ton-mVm1=9.70tonNc=2Numero de columnasPc=Pg1/2+Pg2/22.35tonLm=1.67Longitud del muroF=19.78Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=4.85tonTraccionT=F-PcT=17.43tonCompresionC=Pc+FC=22.13tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=13.86cm2TraccionAst=T/(fy*)Ast=4.88cm2Refuerzo verticalAs=Asf+AstAs=18.74cm2Considerandousar4de 1"Diseo por compresionAs=12.7C=22.13tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=109.05cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=135.92cm2Ac13cm20cm260cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=144cm2tn=9cmS1=5.83cm

S2=26.30cm

S3=4cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,20Viga soleraVm1=9.70Lm=1.67L=1.67Acs=1339030=0.9T=4.85tonAs=1.28cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X10COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h21.03ton-mVm1=13.18tonNc=2Numero de columnasPc=Pg1/2+Pg2/22.29tonLm=2.17Longitud del muroF=9.69Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=6.59tonTraccionT=F-PcT=7.40tonCompresionC=Pc+FC=11.98tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=18.83cm2TraccionAst=T/(fy*)Ast=2.07cm2Refuerzo verticalAs=Asf+AstAs=20.90cm2Considerandousar4de 1"Diseo por compresionAs=12.7C=11.98tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=190.24cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=184.66cm2Ac13cm20cm260cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=144cm2tn=9cmS1=5.83cm

S2=26.30cm

S3=4cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,20Viga soleraVm1=13.18Lm=2.17L=2.17Acs=1339030=0.9T=6.59tonAs=1.74cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X11COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h33.2ton-mVm1=9.36tonNc=2Numero de columnasPc=Pg1/2+Pg2/24.03tonLm=1.65Longitud del muroF=20.12Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=4.68tonTraccionT=F-PcT=16.09tonCompresionC=Pc+FC=24.15tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=13.37cm2TraccionAst=T/(fy*)Ast=4.51cm2Refuerzo verticalAs=Asf+AstAs=17.88cm2Considerandousar4de 1"Diseo por compresionAs=12.7C=24.15tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=92.82cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=131.16cm2Ac13cm20cm260cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=144cm2tn=9cmS1=5.83cm

S2=26.30cm

S3=4cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,20Viga soleraVm1=9.36Lm=1.65L=1.65Acs=1339030=0.9T=4.68tonAs=1.24cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X12COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h40.2ton-mVm1=24.93tonNc=2Numero de columnasPc=Pg1/2+Pg2/24.05tonLm=4.06Longitud del muroF=9.90Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=12.47tonTraccionT=F-PcT=5.86tonCompresionC=Pc+FC=13.95tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=35.60cm2TraccionAst=T/(fy*)Ast=1.64cm2Refuerzo verticalAs=Asf+AstAs=37.24cm2Considerandousar7de 1"Diseo por compresionAs=12.7C=13.95tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=174.50cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=349.19cm2Ac15cm25cm375cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=231cm2tn=11cmS1=5.30cm

S2=21.52cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,30Viga soleraVm1=24.93Lm=4.06L=4.06Acs=1339030=0.9T=12.47tonAs=3.30cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X13COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h21.9ton-mVm1=10.23tonNc=2Numero de columnasPc=Pg1/2+Pg2/23.32tonLm=1.69Longitud del muroF=12.96Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=5.11tonTraccionT=F-PcT=9.63tonCompresionC=Pc+FC=16.28tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=14.61cm2TraccionAst=T/(fy*)Ast=2.70cm2Refuerzo verticalAs=Asf+AstAs=17.31cm2Considerandousar3de 1"Diseo por compresionAs=12.7C=16.28tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=155.81cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=143.27cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 15 a 0,10; rto a 0,20Viga soleraVm1=10.23Lm=1.69L=1.69Acs=1339030=0.9T=5.11tonAs=1.35cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X14COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h29.94ton-mVm1=20.31tonNc=2Numero de columnasPc=Pg1/2+Pg2/24.12tonLm=3.32Longitud del muroF=9.02Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=10.16tonTraccionT=F-PcT=4.90tonCompresionC=Pc+FC=13.14tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=29.01cm2TraccionAst=T/(fy*)Ast=1.37cm2Refuerzo verticalAs=Asf+AstAs=30.38cm2Considerandousar6de 1"Diseo por compresionAs=12.7C=13.14tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=180.97cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=284.52cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,10; rto a 0,20Viga soleraVm1=20.31Lm=3.32L=3.32Acs=1339030=0.9T=10.16tonAs=2.69cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X15COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h29.7ton-mVm1=17.55tonNc=2Numero de columnasPc=Pg1/2+Pg2/23.37tonLm=2.89Longitud del muroF=10.28Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=8.77tonTraccionT=F-PcT=6.90tonCompresionC=Pc+FC=13.65tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=25.06cm2TraccionAst=T/(fy*)Ast=1.93cm2Refuerzo verticalAs=Asf+AstAs=26.99cm2Considerandousar5de 1"Diseo por compresionAs=12.7C=13.65tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=176.88cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=245.74cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 15 a 0,05; rto a 0,25Viga soleraVm1=17.55Lm=2.89L=2.89Acs=1339030=0.9T=8.77tonAs=2.32cm2Acero minimo =1.95cm2Usar4de1.27PRIMER PISOMURO X16COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h33.9ton-mVm1=16.09tonNc=2Numero de columnasPc=Pg1/2+Pg2/24.04tonLm=2.65Longitud del muroF=12.79Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=8.05tonTraccionT=F-PcT=8.75tonCompresionC=Pc+FC=16.84tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=22.98cm2TraccionAst=T/(fy*)Ast=2.45cm2Refuerzo verticalAs=Asf+AstAs=25.43cm2Considerandousar5de 1"Diseo por compresionAs=12.7C=16.84tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=151.39cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=225.36cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 15 a 0,05; rto a 0,25Viga soleraVm1=16.09Lm=2.65L=2.65Acs=1339030=0.9T=8.05tonAs=2.13cm2Acero minimo =1.95cm2Usar4de1.27PRIMER PISOMURO X17COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h21.27ton-mVm1=20.98tonNc=2Numero de columnasPc=Pg1/2+Pg2/23.85tonLm=3.43Longitud del muroF=6.20Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=10.49tonTraccionT=F-PcT=2.36tonCompresionC=Pc+FC=10.05tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=29.96cm2TraccionAst=T/(fy*)Ast=0.66cm2Refuerzo verticalAs=Asf+AstAs=30.62cm2Considerandousar6de 1"Diseo por compresionAs=12.7C=10.05tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=205.72cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=293.86cm2Ac15cm25cm375cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=231cm2tn=11cmS1=5.30cm

S2=21.52cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,25Viga soleraVm1=20.98Lm=3.43L=3.43Acs=1339030=0.9T=10.49tonAs=2.78cm2Acero minimo =1.95cm2Usar4de1.27PRIMER PISOMURO X18COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h20.97ton-mVm1=13.92tonNc=2Numero de columnasPc=Pg1/2+Pg2/23.14tonLm=2.29Longitud del muroF=9.16Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=6.96tonTraccionT=F-PcT=6.02tonCompresionC=Pc+FC=12.29tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=19.87cm2TraccionAst=T/(fy*)Ast=1.69cm2Refuerzo verticalAs=Asf+AstAs=21.56cm2Considerandousar4de 1"Diseo por compresionAs=12.7C=12.29tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=187.74cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=194.89cm2Ac13cm20cm260cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=144cm2tn=9cmS1=5.83cm

S2=26.30cm

S3=4cm

S4=10cmUsar3/8"1 a 0,05; 15 a 0,05; rto a 0,25Viga soleraVm1=13.92Lm=2.29L=2.29Acs=1339030=0.9T=6.96tonAs=1.84cm2Acero minimo =1.95cm2Usar4de1.27PRIMER PISOMURO X19COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h20.61ton-mVm1=17.53tonNc=2Numero de columnasPc=Pg1/2+Pg2/23.78tonLm=2.89Longitud del muroF=7.13Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=8.76tonTraccionT=F-PcT=3.35tonCompresionC=Pc+FC=10.91tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=25.03cm2TraccionAst=T/(fy*)Ast=0.94cm2Refuerzo verticalAs=Asf+AstAs=25.97cm2Considerandousar8de 1"Diseo por compresionAs=12.7C=10.91tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=198.79cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=245.48cm2Ac15cm30cm450cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=286cm2tn=11cmS1=5.47cm

S2=21.52cm

S3=6.5cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,25Viga soleraVm1=17.53Lm=2.89L=2.89Acs=1339030=0.9T=8.76tonAs=2.32cm2Acero minimo =1.95cm2Usar4de1.27PRIMER PISOMURO X20COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h20.61ton-mVm1=18.84tonNc=2Numero de columnasPc=Pg1/2+Pg2/24.18tonLm=3.09Longitud del muroF=6.67Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=9.42tonTraccionT=F-PcT=2.49tonCompresionC=Pc+FC=10.85tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=26.91cm2TraccionAst=T/(fy*)Ast=0.70cm2Refuerzo verticalAs=Asf+AstAs=27.61cm2Considerandousar5de 1"Diseo por compresionAs=12.7C=10.85tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=199.32cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=263.93cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 15 a 0,05; rto a 0,25Viga soleraVm1=18.84Lm=3.09L=3.09Acs=1339030=0.9T=9.42tonAs=2.49cm2Acero minimo =1.95cm2Usar4de1.27PRIMER PISOMURO X21COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h40.98ton-mVm1=17.71tonNc=2Numero de columnasPc=Pg1/2+Pg2/23.72tonLm=2.89Longitud del muroF=14.18Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=8.85tonTraccionT=F-PcT=10.46tonCompresionC=Pc+FC=17.90tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=25.29cm2TraccionAst=T/(fy*)Ast=2.93cm2Refuerzo verticalAs=Asf+AstAs=28.22cm2Considerandousar5de 1"Diseo por compresionAs=12.7C=17.90tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=142.88cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=248.03cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 15 a 0,05; rto a 0,25Viga soleraVm1=17.71Lm=2.89L=2.89Acs=1339030=0.9T=8.85tonAs=2.34cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X22COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h34.38ton-mVm1=16.78tonNc=2Numero de columnasPc=Pg1/2+Pg2/23.68tonLm=2.77Longitud del muroF=12.41Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=8.39tonTraccionT=F-PcT=8.73tonCompresionC=Pc+FC=16.09tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=23.96cm2TraccionAst=T/(fy*)Ast=2.45cm2Refuerzo verticalAs=Asf+AstAs=26.41cm2Considerandousar5de 1"Diseo por compresionAs=12.7C=16.09tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=157.33cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=235.03cm2Ac13cm20cm260cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=144cm2tn=9cmS1=5.83cm

S2=26.30cm

S3=4cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,20Viga soleraVm1=16.78Lm=2.77L=2.77Acs=1339030=0.9T=8.39tonAs=2.22cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X23COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h35.94ton-mVm1=17.17tonNc=2Numero de columnasPc=Pg1/2+Pg2/22.88tonLm=2.80Longitud del muroF=12.84Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=8.59tonTraccionT=F-PcT=9.96tonCompresionC=Pc+FC=15.71tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=24.52cm2TraccionAst=T/(fy*)Ast=2.79cm2Refuerzo verticalAs=Asf+AstAs=27.31cm2Considerandousar5de 1"Diseo por compresionAs=12.7C=15.71tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=160.37cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=240.49cm2Ac13cm20cm260cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=144cm2tn=9cmS1=5.83cm

S2=26.30cm

S3=4cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,20Viga soleraVm1=17.17Lm=2.80L=2.80Acs=1339030=0.9T=8.59tonAs=2.27cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X24COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h42.6ton-mVm1=6.06tonNc=2Numero de columnasPc=Pg1/2+Pg2/22.38tonLm=1.37Longitud del muroF=31.09Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=3.03tonTraccionT=F-PcT=28.71tonCompresionC=Pc+FC=33.48tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=8.66cm2TraccionAst=T/(fy*)Ast=8.04cm2Refuerzo verticalAs=Asf+AstAs=16.70cm2Considerandousar3de 1"Diseo por compresionAs=12.7C=33.48tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=18.21cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=84.93cm2Ac13cm20cm260cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=144cm2tn=9cmS1=5.83cm

S2=26.30cm

S3=4cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,20Viga soleraVm1=6.06Lm=1.37L=1.37Acs=1339030=0.9T=3.03tonAs=0.80cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X25COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h23.1476620264ton-mVm1=14.63tonNc=2Numero de columnasPc=Pg1/2+Pg2/23.03tonLm=2.40Longitud del muroF=9.64Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=7.31tonTraccionT=F-PcT=6.61tonCompresionC=Pc+FC=12.68tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=20.89cm2TraccionAst=T/(fy*)Ast=1.85cm2Refuerzo verticalAs=Asf+AstAs=22.74cm2Considerandousar4de 1"Diseo por compresionAs=12.7C=12.68tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=184.65cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=204.85cm2Ac13cm20cm260cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=144cm2tn=9cmS1=5.83cm

S2=26.30cm

S3=4cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,20Viga soleraVm1=14.63Lm=2.40L=2.40Acs=1339030=0.9T=7.31tonAs=1.93cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X26COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h30.03ton-mVm1=16.60tonNc=2Numero de columnasPc=Pg1/2+Pg2/24.06tonLm=2.75Longitud del muroF=10.92Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=8.30tonTraccionT=F-PcT=6.86tonCompresionC=Pc+FC=14.98tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=23.70cm2TraccionAst=T/(fy*)Ast=1.92cm2Refuerzo verticalAs=Asf+AstAs=25.62cm2Considerandousar5de 1"Diseo por compresionAs=12.7C=14.98tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=166.20cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=232.43cm2Ac15cm20cm300cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=176cm2tn=11cmS1=5.05cm

S2=21.52cm

S3=4cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,05; rto a 0,30Viga soleraVm1=16.60Lm=2.75L=2.75Acs=1339030=0.9T=8.30tonAs=2.20cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X27COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h30.018ton-mVm1=29.17tonNc=2Numero de columnasPc=Pg1/2+Pg2/24.94tonLm=4.83Longitud del muroF=6.21Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=14.59tonTraccionT=F-PcT=1.27tonCompresionC=Pc+FC=11.16tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=41.66cm2TraccionAst=T/(fy*)Ast=0.36cm2Refuerzo verticalAs=Asf+AstAs=42.02cm2Considerandousar8de 1"Diseo por compresionAs=12.7C=11.16tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=196.83cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=408.59cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 15 a 0,10; rto a 0,20Viga soleraVm1=29.17Lm=4.83L=4.83Acs=1339030=0.9T=14.59tonAs=3.86cm2Acero minimo =1.95cm2Usar4de3/4"PRIMER PISOMURO X28COLUMNAS EXTREMASDATOS :M=Mu1-1/2Vm1*h29.61ton-mVm1=27.19tonNc=2Numero de columnasPc=Pg1/2+Pg2/23.83tonLm=4.51Longitud del muroF=6.57Calculamos:Fuerza CortanteVc= 1,5*(Vm1*Lm)/(L*(Nc+1)Vc=13.60tonTraccionT=F-PcT=2.73tonCompresionC=Pc+FC=10.40tonDeterminamos el refuerzo verticalCorte friccionAsf=Vc(fy*u*)u=0.8=0.85

Asf=38.83cm2TraccionAst=T/(fy*)Ast=0.77cm2Refuerzo verticalAs=Asf+AstAs=39.60cm2Considerandousar8de 1"Diseo por compresionAs=12.7C=10.40tonAn=As+(C/-As*fy)/(0,85**f'c)=0.7=1An=202.91cm2b9con rec.13Ac=195cm2h11con rec.15Diseo por corte friccion=0.85Acf=Vc/(0,2*f'c*)Acf=380.85cm2Ac13cm25cm325cm2Estribos en la columnaAcero de 3/8"Av=1.42An=b*hAn=189cm2tn=9cmS1=6.12cm

S2=26.30cm

S3=5.25cm

S4=10cmUsar3/8"1 a 0,05; 10 a 0,10; rto a 0,20Viga soleraVm1=27.19Lm=4.51L=4.51Acs=1339030=0.9T=13.60tonAs=3.60cm2Acero minimo =1.95cm2Usar4de3/4"

DISEO DE CIMENTACIONDISEO DE CIMENTACION

PISO 1 MURO X1

SABEMOS:Las presiones del terreno no deben superar el esfuerzo admisibleSuponiendo:adm=1.5kg/cm2adm=15tn/m2Las cargas de servicio son considerar sismoPS=3.48tonCONSIDERANDO2.750.13B=1.25H=0.8L=2.75Calculamos el peso propio:6.33TonCalculamos las presiones transmitidas:qmax/min=2.85