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Albañilería T 1

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Text of Albañilería T 1

01 Introduccin

INTRODUCCIONEn la primera etapa del rabajo, se inicia con el desarrollo arquitectonico del edificio, el cualincluye planos en planta, corte, elevaciones y detalles. El trabajo contempla una vivienda unifamiliar de cuatro, pisos de 260.04m2 de rea, sobre un terreno rectangular.

Cuenta con 05 dormitorios, cocina, estudio , sala, comedor, terraza, tienda, lavanderia y bao.

1.0INFORMACION GENERALUbicacin: HunucoUso : MultifamiliarSistema de techado: Losa aligerada, espesor t = 17 cmAltura de piso a techo:2.40 mPerlte de vigas soleras:0.17 m (igual al espesor del techo)Peralte de viggas dinteles:0.30 m.

2.0CARACTERISTICAS DE LOS MATERIALES

2.1CONCRETOResistencia nominal a compresin: f'c = 210 Kg/cm2.Deformacin unitaria del concreto: cu = 0.003Mdulo de elasticidad: Ec = 15000(fc) = 217370.65 Kg/cm2.Mdulo de Poisson = = 0.15.Mdulo de corte: G = Ec/2.3 = 94508.98Peso unitario de losa aligerada: e = 0.17 m; P.U.Losa = 280 Kg/cm2 = 0.28Ton/cm2

2.2ACERO DE REFUERZOCorrugado, grado 60, esfuerzo de fluencia = fy = 4200 Kg/cm2 = 4.2 Ton/cm2.Deformacin unitaria del concreto: s = 0.0021Mdulo de elasticidad: Es = 2000000 Kg/cm2.

2.3ALBAILERIAKK IndustrialLadrillos clase IV slidoss tipo Kong Kon de archilla, t=13 cm, f'b= 145 Kg/cm2.Mortero tipo P2: Cemento - arena 1 : 4Pilas: Resistencia caractersticas a compresin = fm = 65 Kg/cm2 = 650 Ton/m2.Muretes: Resistencias caracterstica a corte puro = v'm =8.1 Kg/cm2 = 81 Ton/m2.Mdulo de elasticidad = Em = 500 f'm = 32,500 Kg/cm2 = 325,000 Ton/m2.Mdulo de corte = Gm = 0.4 Em = 13,000 Kg/cm2.Mdulo de Poisson = = 0.25.u = 18000 Kg/m2

02 Generalidades

ANALISIS ESTRUCTURAL1INFORMACION SISMICAPara la edificacinZ =0.3Zona 2(Hunuco)Z: Factor de ZonaU = 1Uso de viviendaU: Factor de UsoS =1.2Suelo intermedio S2S: Factor de SueloR =6Albaileria armada o confinadaR: Coeficiente de ReduccinR azm.=6.00Tp =0.6Seg.Suelos intermediosTp: Periodo de amplificacin del sueloHn=12.85mHn: Altura de la edificacinCt x=60C/RCt: Coeficiente de periodo predominante Ct y=60de edificacinTx =0.21T= Periodo fundamental de la estructuraTy =0.21Cx =2.57.00C: Coeficiente de Amplificacin sismicaCy =2.57.00N =4PisosNmero de pisos de la edificacin

0.026

03 Fuerza axial XMULTIFAMILIAR DE 04 NIVELES

2.00DENSIDAD DE MUROS DATOSSobrecarga:0.20Ton/m2Peso especifico del concreto:2.40Ton/m3Sobrecarga azotea:0.10Ton/m2Peso especifico del Muro:1.80Ton/m3Aligerado, e = 0.250.35Ton/m2f'm =650.00Ton/m2Acabados :0.10Ton/m2Ec =2,170,000.00Ton/m2Viga Solera:Base:0.15mEm =425,000.00Ton/m2VERIFICACION DE ESFUERZO AXIAL MAXIMOAltura:0.30mn =5.11Multifamiliar:N Pisos Tipo 1 :4.00Area Total =265.17m2Numero de pisos tipicos: N =5.00Oficinas:N Piso Tipo 2 :2.10Para la Direccin X-XAzotea :1.00PISO TIPO 1:MuroPiso Tipo 1ServicioAzoteaServicioTotal PesosLmites de la norma E070MuroLargo (m.)Espesor (m.)Area de muro (m2)H(m.)Area TributariaPeso Muro (ton)Peso Losa (Ton.)Peso Acab. (Ton)Peso Solera (Ton)Sobrecarga (Ton/m2)P. D. (Ton)P. L. (Ton)P. D. + P. L. (Ton)P. D. (Ton)P. L. (Ton)P. D. + P. L. (Ton)P. D. + P. L. (Ton)Esfuerzo de compresin (Ton / m2)0.2*f'm*(1-(h/35e)) (Ton / m2)0.15*f'm (Ton / m2)Esfuerzo mximo mx.X12.910.230.672.403.842.891.340.380.310.96X14.930.775.704.500.384.8827.6941.37118.4497.50ConformeX22.910.230.672.403.852.891.350.390.310.96X24.940.775.714.500.394.8927.7241.42118.4497.50ConformeX34.050.130.532.403.482.271.220.350.440.87X34.280.704.973.910.354.2624.1645.8893.8397.50ConformeX42.910.230.672.403.852.891.350.390.310.96X44.940.775.714.500.394.8927.7241.42118.4497.50ConformeX52.910.230.672.403.842.891.340.380.310.96X54.930.775.704.500.384.8827.6941.37118.4497.50ConformeX61.470.230.342.404.741.461.660.470.161.19X63.750.954.703.390.473.8722.6767.05118.4497.50ConformeX72.300.230.532.405.472.291.910.550.251.37X75.001.096.094.530.555.0829.4355.64118.4497.50ConformeX83.300.230.762.404.063.281.420.410.361.02X85.460.816.274.990.415.3930.4940.17118.4497.50ConformeX93.300.230.762.404.063.281.420.410.361.02X95.460.816.274.990.415.3930.4940.17118.4497.50ConformeX102.300.230.532.405.472.291.910.550.251.37X105.001.096.094.530.555.0829.4355.64118.4497.50ConformeX111.470.230.342.404.741.461.660.470.161.19X113.750.954.703.390.473.8722.6767.05118.4497.50ConformeX123.820.130.502.405.662.151.980.570.411.42X125.101.136.244.640.575.2130.1660.7393.8397.50ConformeX131.200.130.162.402.420.670.850.240.130.61X131.890.482.381.720.241.9611.4673.4893.8397.50ConformeX142.650.130.342.407.001.492.450.700.291.75X144.921.406.324.450.705.1530.4588.3893.8397.50ConformeX151.200.130.162.402.420.670.850.240.130.61X151.890.482.381.720.241.9611.4673.4893.8397.50ConformeX163.820.130.502.405.662.151.980.570.411.42X165.101.136.244.640.575.2130.1660.7393.8397.50ConformeX172.930.230.672.405.232.911.830.520.321.31X175.581.056.635.080.525.6032.1147.65118.4497.50ConformeX182.850.230.662.405.542.831.940.550.311.39X185.631.116.745.120.555.6732.6449.79118.4497.50ConformeX191.400.130.182.401.850.790.650.190.150.46X191.770.372.141.610.191.8010.3656.9093.8397.50ConformeX201.400.130.182.401.850.790.650.190.150.46X201.770.372.141.610.191.8010.3656.9093.8397.50ConformeX212.850.230.662.405.542.831.940.550.311.39X215.631.116.745.120.555.6732.6449.79118.4497.50ConformeX222.930.230.672.405.232.911.830.520.321.31X225.581.056.635.080.525.6032.1147.65118.4497.50ConformeX232.380.230.552.403.162.361.110.320.260.79X234.040.634.683.690.324.0022.7141.48118.4497.50ConformeX242.300.230.532.403.032.291.060.300.250.76X243.900.614.503.560.303.8621.8741.34118.4497.50ConformeX251.500.230.352.400.781.490.270.080.160.20X252.000.162.161.840.081.9210.5630.60118.4497.50ConformeX261.500.230.352.400.781.490.270.080.160.20X262.000.162.161.840.081.9210.5630.60118.4497.50ConformeX272.300.230.532.403.032.291.060.300.250.76X273.900.614.503.560.303.8621.8741.34118.4497.50ConformeX282.380.230.54742.403.16002.361.110.320.260.79X284.040.634.683.690.324.0022.7141.48118.4497.50Conforme

Lt =13.97m2 Pesos =60.3638.4110.977.4827.44Lt / Area total =0.05Z*U*S*N/56=0.03Lt / Area total >Z*U*S*N/56OkAZOTEADATOSSobrecarga:0.25Ton/m2Peso especifico del concreto:2.40Ton/m3Sobrecarga azotea:0.10Ton/m2Peso especifico del Muro:1.80Ton/m3Aligerado, e = 0.200.30Ton/m2f'm =650.00Ton/m2Acabados :0.10Ton/m2Ec =2,170,000.00Ton/m2Viga Solera:Base:0.15mEm =425,000.00Ton/m2Altura:0.30mn =5.11Area Total =265.17m2Numero de pisos tipicos: N =2.00Para la Direccin Y-YMuroLargo (m.)Espesor (m.)Area de muro (m2)H(m.)Area TributariaPeso Muro (ton)Peso Losa (Ton.)Peso Acab. (Ton)Peso Solera (Ton)Sobrecarga (Ton/m2)X12.910.230.672.203.842.651.150.380.310.38X22.910.230.672.203.852.651.160.390.310.39X34.050.130.532.203.482.081.040.350.440.35X42.910.230.672.203.852.651.160.390.310.39X52.910.230.672.203.842.651.150.380.310.38X61.470.230.342.204.741.341.420.470.160.47X72.300.230.532.205.472.091.640.550.250.55X83.300.230.762.204.063.011.220.410.360.41X93.300.230.762.204.063.011.220.410.360.41X102.300.230.532.205.472.091.640.550.250.55X111.470.230.342.204.741.341.420.470.160.47X123.820.130.502.205.661.971.700.570.410.57X131.200.130.162.202.420.620.730.240.130.24X142.650.130.342.207.001.362.100.700.290.70X151.200.130.162.202.420.620.730.240.130.24X163.820.130.502.205.661.971.700.570.410.57X172.930.230.672.205.232.671.570.520.320.52X182.850.230.662.205.542.601.660.550.310.55X191.400.130.182.201.850.720.560.190.150.19X201.400.130.182.201.850.720.560.190.150.19X212.850.230.662.205.542.601.660.550.310.55X222.930.230.672.205.232.671.570.520.320.52X232.380.230.552.203.162.170.950.320.260.32X242.300.230.532.203.032.090.910.300.250.30X251.500.230.352.200.781.370.230.080.160.08X261.500.230.352.200.781.370.230.080.160.08X272.300.230.532.203.032.090.910.300.250.30X282.380.230.552.203.16002.170.950.320.260.32

Lt =13.97m2 Pesos =55.3332.9210.977.4810.97Lt / Area total =0.05Z*U*S*N/56=0.03Lt / Area total >Z*U*S*N/56Ok

04 Fuerza axial YMULTIFAMILIAR DE 04 NIVELES2.00DENSIDAD DE MUROSDATOSSobrecarga:0.20Ton/m2Peso especifico del concreto:2.40Ton/m3Sobrecarga azotea:0.10Ton/m2Peso especifico del Muro:1.80Ton/m3Aligerado, e = 0.250.35Ton/m2f'm =650.00Ton/m2Acabados :0.10Ton/m2Ec =2,170,000.00Ton/m2Viga Solera:Base:0.15mEm =425,000.00Ton/m2VERIFICACION DE ESFUERZO AXIAL MAXIMOAltura:0.30mn =5.11Multifamiliar:N Pisos Tipo 1 :3.00Area Total =265.17m2Numero de pisos: N =4.00Oficinas:N Piso Tipo 2 :2.10Para la Direccin Y-YAzotea :1.00PISO TIPO 1MuroPiso Tipo 1ServicioAzoteaServicioTotal PesosLmites de la norma E070MuroLargo (m.)Espesor (m.)Area de muro (m2)H(m.)Area TributariaPeso Muro (ton)Peso Losa (Ton.)Peso Acab. (Ton)Peso Solera (Ton)Sobrecarga (Ton/m2)P. D. (Ton)P. L. (Ton)P. D. + P. L. (Ton)P. D. (Ton)P. L. (Ton)P. D. + P. L. (Ton)P. D. + P. L. (Ton)Esfuerzo de compresin (Ton / m2)0.2*f'm*(1-(h/35e)) (Ton / m2)0.15*f'm (Ton / m2)Esfuerzo mximo mx.Y11.450.130.192.401.960.810.690.200.160.49Y11.850.392.241.530.201.738.4644.8993.8397.50ConformeY23.100.130.402.406.931.740.690.690.331.73Y23.461.394.854.640.695.3319.8849.3293.8397.50ConformeY33.100.130.362.406.381.540.640.640.301.60Y33.121.284.394.290.644.9318.1150.6693.8397.50ConformeY41.450.130.162.406.380.670.200.200.131.60Y41.201.282.474.100.644.7412.1577.8893.8397.50ConformeY51.200.130.402.401.961.740.640.640.330.49Y53.350.393.742.460.202.6513.8934.4593.8397.50ConformeY62.750.130.192.406.380.810.640.640.161.60Y62.251.283.523.300.643.9414.5176.9693.8397.50ConformeY72.750.130.192.406.380.810.640.640.161.60Y72.251.283.523.470.644.1014.6777.8493.8397.50ConformeY81.200.130.162.401.960.670.200.200.130.49Y81.200.391.591.700.201.896.6642.6893.8397.50ConformeY93.650.230.362.403.221.540.640.640.300.81Y93.120.643.762.830.323.1614.4440.39118.4497.50ConformeY103.800.230.162.408.190.670.200.200.132.05Y101.201.642.834.820.825.6414.1490.65118.4497.50ConformeY112.500.130.332.404.421.400.440.320.391.11Y112.560.883.454.040.444.4814.8245.6193.8397.50ConformeY123.550.130.462.407.701.990.770.770.381.93Y123.921.545.464.700.775.4721.8447.3393.8397.50ConformeY133.650.230.842.405.783.630.580.580.391.45Y135.181.166.334.960.585.5424.5429.23118.4497.50ConformeY143.800.130.492.407.702.130.770.770.411.93Y144.081.545.625.450.776.2223.0946.7493.8397.50ConformeY152.500.130.332.404.421.400.440.440.271.11Y152.560.883.444.040.444.4814.8145.5793.8397.50ConformeY163.800.230.872.408.193.780.820.820.412.05Y165.821.647.467.150.827.9730.3534.73118.4497.50ConformeY173.650.230.842.403.223.630.320.320.390.81Y174.660.645.313.940.324.2620.1924.04118.4497.50ConformeY181.350.230.312.401.261.340.130.130.150.32Y181.740.251.993.150.133.289.2529.80118.4497.50ConformeY193.800.230.872.403.483.780.350.350.410.87Y194.880.705.585.110.355.4622.1925.39118.4497.50ConformeY203.550.230.822.406.303.530.630.630.381.58Y205.171.266.434.000.634.6323.9229.29118.4497.50ConformeY214.050.130.532.405.882.270.590.590.441.47Y213.891.185.064.660.595.2420.4438.8193.8397.50ConformeY223.050.130.402.401.831.710.180.180.330.46Y222.410.372.773.040.183.2211.5429.1193.8397.50ConformeY233.050.130.402.401.831.710.180.180.330.46Y232.410.372.773.130.183.3111.6429.3593.8397.50ConformeY243.800.130.492.405.882.130.590.590.411.47Y243.721.184.904.190.594.7819.4739.4193.8397.50ConformeY253.800.230.872.406.303.780.630.630.411.58Y255.451.266.715.530.636.1626.2730.06118.4497.50ConformeY263.800.230.872.403.483.780.350.350.410.87Y264.880.705.585.310.355.6622.4025.63118.4497.50Conforme

Lt =12.28m2 Pesos =53.0312.9212.318.0531.85Lt / Area total =0.05Z*U*S*N/56=0.03Lt / Area total >Z*U*S*N/56Ok

DATOSSobrecarga:0.25Ton/m2Peso especifico del concreto:2.40Ton/m3Sobrecarga azotea:0.10Ton/m2Peso especifico del Muro:1.80Ton/m3Aligerado, e = 0.200.30Ton/m2f'm =850.00Ton/m2Acabados :0.10Ton/m2Ec =2,170,000.00Ton/m2Viga Solera:Base:0.15mEm =425,000.00Ton/m2Altura:0.30mn =5.11Area Total =265.17m2Numero de pisos: N =4.002.20Para la Direccin Y-YAZOTEAMuroLargo (m.)Espesor (m.)Area de muro (m2)H(m.)Area TributariaPeso Muro (ton)Peso Losa (Ton.)Peso Acab. (Ton)Peso Solera (Ton)Sobrecarga (Ton/m2)Y11.200.130.162.201.960.620.590.200.130.20Y23.000.130.392.206.931.542.080.690.320.69Y33.000.130.362.206.381.421.910.640.320.64Y41.200.130.362.206.381.421.910.640.130.64Y51.200.130.392.201.961.540.590.200.130.20Y61.200.130.162.206.380.621.910.640.130.64Y72.750.130.162.206.380.621.910.640.300.64Y82.750.130.162.201.960.620.590.200.300.20Y91.200.230.362.203.221.420.970.320.130.32Y101.200.230.362.208.191.422.460.820.130.82Y113.650.130.472.204.421.881.330.440.390.44Y122.600.130.342.207.701.342.310.770.280.77Y132.600.230.602.205.782.371.730.580.280.58Y143.800.130.492.207.701.962.310.770.410.77Y153.650.130.472.204.421.881.330.440.390.44Y163.800.230.872.208.193.462.460.820.410.82Y172.600.230.602.203.222.370.970.320.280.32Y182.600.230.602.201.262.370.380.130.280.13Y193.650.230.842.203.483.321.040.350.390.35Y201.450.230.332.206.301.321.890.630.160.63Y213.700.130.482.205.881.901.760.590.400.59Y223.700.130.482.201.831.900.550.180.400.18Y233.850.130.502.201.831.980.550.180.420.18Y242.950.130.382.205.881.521.760.590.320.59Y252.950.230.682.206.302.691.890.630.320.63Y263.850.230.892.203.483.511.040.350.420.35

Lt =11.87m2 Pesos =46.9938.2212.747.5712.74Lt / Area total =0.04Z*U*S*N/56=0.03Lt / Area total >Z*U*S*N/56Ok

05 Caras DirectasMETRADOS DE CARGAS1CARGAS DIRECTASPara obtener las

Puerta = E espesor de muro * H altura de dintel * C APuerta = .13*0.3*2.4 =0.094

Piso Tipico:Muros de albailera = (H muro * albaileria) + ( E espesor del muro * Peso unitario aligerado)Muros de albailera =2.4*0.274+ (.13*0.28) =0.694

Muros de albailera = (H muro * albaileria) + ( E espesor del muro * Peso unitario aligerado)

Azotea:Muros de albailera =1.2*0.274+ (.13*0.28) =0.365

Alfeizer (h=1.0 m) = H alfeizer * albaileria + (H ventana * Ventana) + DintelAlfeizer (h=1.0 m) = 1.0*0.274 + 1.22*0.02 + 0.09 =0.388

Alfeizer (h=1.8 m) = H alfeizer * albaileria + (H ventana * ventana) + DintelAlfeizer (h=1.8 m) = 1.8*0.274 + 0.42*0.02 + 0.09 =0.592

ZONASPISO TIPICOAZOTEAPuertas0.0940.094Muros de Albailera0.6940.365Alfizar h = 1.0 m0.3880.094Alfizar h = 1.8 m0.5920.094

06 Metrados x-xCARGAS INDIRECTAS (TON)

Piso Tipico:Azotea:P. U. Losa =0.28ton/m2P. U. Losa =0.28ton/m2Sobrecarga =0.10ton/m2Sobrecarga =0.10ton/m2WD=0.38ton/m2WD=0.38ton/m2WL=0.20ton/m2WL=0.10ton/m2Para "x-x"MUROPISO TIPICOAZOTEAAI(m2)PD=AI WDPL=AI WLAI (m2)PD=AI WDPL=AI WLX13.841.460.773.841.460.38X23.851.460.773.851.460.39X33.481.320.703.481.320.35X43.851.460.773.851.460.39X53.841.460.773.841.460.38X64.741.800.954.741.800.47X75.472.081.095.472.080.55X84.061.540.814.061.540.41X94.061.540.814.061.540.41X105.472.081.095.472.080.55X114.741.800.954.741.800.47X125.662.151.135.662.150.57X132.420.920.482.420.920.24X147.002.661.407.002.660.70X152.420.920.482.420.920.24X165.662.151.135.662.150.57X175.231.991.055.231.990.52X185.542.111.115.542.110.55X191.850.700.371.850.700.19X201.850.700.371.850.700.19X215.542.111.115.542.110.55X225.231.991.055.231.990.52X233.161.200.633.161.200.32X243.031.150.613.031.150.30X250.780.300.160.780.300.08X260.780.300.160.780.300.08X273.031.150.613.031.150.30X283.161.200.633.161.200.32

07 Metrados y-yCARGAS INDIRECTAS (TON)

Piso Tipico:Azotea:P. U. Losa =0.28ton/m2P. U. Losa =0.28ton/m2Sobrecarga =0.10ton/m2Sobrecarga =0.10ton/m2WD=0.38ton/m2WD=0.38ton/m2WL=0.20ton/m2WL=0.10ton/m2Para "y-y"MUROPISO TIPICOAZOTEAAI(m2)PD=AI WDPL=AI WLAI (m2)PD=AI WDPL=AI WLY11.960.740.391.960.740.20Y26.932.631.396.932.630.69Y36.382.421.286.382.420.64Y46.382.421.286.382.420.64Y51.960.740.391.960.740.20Y66.382.421.286.382.420.64Y76.382.421.286.382.420.64Y81.960.740.391.960.740.20Y93.221.220.643.221.220.32Y108.193.111.648.193.110.82Y114.421.680.884.421.680.44Y127.702.931.547.702.930.77Y135.782.201.165.782.200.58Y147.702.931.547.702.930.77Y154.421.680.884.421.680.44Y168.193.111.648.193.110.82Y173.221.220.643.221.220.32Y181.260.480.251.260.480.13Y193.481.320.703.481.320.35Y206.302.391.266.302.390.63Y215.882.231.185.882.230.59 Y221.830.700.371.830.700.18Y231.830.700.371.830.700.18Y245.882.231.185.882.230.59Y256.302.391.266.302.390.63Y263.481.320.703.481.320.35

08 Cargas Ind x-xCARGAS EN EL NIVEL DE PISO TIPICO

MuroMUROPUERTAAlf. H=1mAlf. H=1.8mP(ton) directaCarga Indirecta PD+0.25PLPi (ton)Xi (m)Yi (m)Pi x XiPi x Yi0.380.090.390.5916Longitudes de Influencia (m)X12.910.000.000.001.701.653.352.810.009.410.00X22.910.000.000.001.701.663.355.940.0019.920.00X34.050.700.700.002.401.503.9010.970.0042.770.00X42.910.000.000.001.701.663.3516.010.0053.680.00X52.910.000.000.001.701.653.3519.140.0064.090.00X61.470.450.600.001.382.043.422.564.008.7613.69X72.300.450.000.001.472.353.826.254.0023.8615.27X83.300.000.000.001.851.753.598.824.0031.6814.37X93.300.000.380.001.991.753.7412.724.0047.5614.96X102.300.000.000.001.472.353.8215.704.0059.9415.27X111.470.000.000.601.752.043.7919.394.0073.4615.15X123.820.000.550.002.262.434.691.897.658.8735.88X131.200.001.200.001.511.042.555.77.6514.5619.54X142.650.001.200.002.063.015.0710.147.6551.4638.82X151.200.001.200.001.511.042.5511.87.6530.1419.54X163.820.000.550.002.262.434.6916.257.6576.2235.88X172.930.000.000.001.712.253.9520.069.179.3235.98X182.850.480.000.001.672.384.061.349.15.4436.92X191.400.480.000.001.120.801.925.19.19.7917.46X201.400.350.630.001.530.802.338.959.120.8421.19X212.850.350.000.001.842.384.22139.154.9038.43X222.930.480.000.001.872.254.1216.859.169.4237.49X232.380.480.000.001.661.363.0220.6112.862.2638.67X242.300.000.600.001.701.303.002.4912.87.4738.42X251.500.000.600.001.390.341.735.0212.88.6822.14X261.500.000.000.001.160.341.508.2212.812.3119.16X272.300.000.000.001.471.302.7713.7212.837.9835.44X282.380.000.600.001.731.363.0916.9212.852.2539.5294.751037.02619.20

CARGAS EN EL NIVEL DE AZOTEA

MuroMUROPUERTAAlf. H=1mAlf. H=1.8mP(ton) directaCarga Indirecta PD+0.25PLPi (ton)Xi (m)Yi (m)Pi x XiPi x Yi0.380.090.090.09Longitudes de Influencia (m)X12.910.000.000.001.701.563.252.810.009.140.00X22.910.000.000.001.701.563.265.940.0019.340.00X34.050.700.700.002.401.413.8110.970.0041.820.00X42.910.000.000.001.701.563.2616.010.0052.140.00X52.910.000.000.001.701.563.2519.140.0062.250.00X61.470.450.600.001.381.923.302.564.008.4613.21X72.300.450.000.001.472.223.686.254.0023.0114.72X83.300.000.000.001.851.643.498.824.0030.7813.96X93.300.000.380.001.991.643.6412.724.0046.2714.55X102.300.000.000.001.472.223.6815.704.0057.7914.72X111.470.000.000.601.751.923.6719.394.0071.1614.68X123.820.000.550.002.262.294.551.897.658.6034.80X131.200.001.200.001.510.982.495.77.6514.2119.08X142.650.001.200.002.062.844.9010.977.6553.7537.48X151.200.001.200.001.510.982.4916.257.6540.5219.08X163.820.000.550.002.262.294.5520.067.6591.2634.80X172.930.000.000.001.712.123.821.349.105.1234.79X182.850.480.000.001.672.243.925.19.1019.9835.66X191.400.480.000.001.120.751.878.959.1016.7617.04X201.400.350.630.001.530.752.28139.1029.6620.76X212.850.350.000.001.842.244.0816.859.1068.8237.17X222.930.480.000.001.872.123.9920.619.1082.2236.30X232.380.480.000.001.661.282.942.4912.807.3337.66X242.300.000.600.001.701.232.935.0212.8014.6937.45X251.500.000.600.001.390.321.718.2212.8014.0621.89X261.500.000.000.001.160.321.4813.7212.8020.2718.91X272.300.000.000.001.471.232.6916.9212.8045.5634.47X282.380.000.600.001.731.283.0119.4612.8058.5538.5192.011013.53601.71

09 Cargas Ind y-yCARGAS EN EL NIVEL DE PISO TIPICO

MuroMUROPUERTAAlf. H=1mAlf. H=1.8mP(ton) directaCarga Indirecta PD+0.25PLPi (ton)Yi (m)Xi (m)Pi x XiPi x Yi0.380.090.090.09Longitudes de Influencia (m)Y11.450.000.730.000.710.841.550.671.352.091.04Y23.100.500.000.001.272.984.251.427.1730.466.03Y33.100.500.000.001.272.744.011.4214.4758.045.70Y41.450.000.730.000.712.743.450.6720.6071.072.31Y51.200.000.730.000.610.841.453.321.351.964.83Y62.750.000.000.001.142.743.883.323.7714.6212.88Y72.750.000.000.001.142.743.882.559.6537.439.89Y81.200.000.000.000.550.841.392.5512.3017.083.54Y93.650.000.000.001.481.382.863.3218.1752.009.50Y103.800.000.000.001.533.525.063.3220.60104.1516.78Y112.500.000.730.001.111.903.015.750.000.0017.28Y123.550.900.600.001.493.314.806.283.7818.1630.17Y133.650.900.000.001.482.493.966.285.1720.4924.88Y143.800.000.000.001.533.314.855.827.4736.1928.20Y152.500.000.000.001.041.902.945.7510.9732.2616.91Y163.800.000.000.001.533.525.065.8214.4773.1629.42Y173.650.000.000.001.481.382.866.2816.7747.9917.97Y181.350.900.000.000.600.541.146.2818.1720.807.19Y193.800.900.000.001.531.503.035.7521.9566.5217.42Y203.550.000.600.001.492.714.208.4510.9746.1035.51Y214.050.001.250.001.742.534.2711.020.000.0047.05Y223.050.000.600.001.300.792.0911.023.787.9023.03Y233.050.000.000.001.250.792.0410.957.4715.2122.29Y243.800.000.600.001.592.534.1210.658.8236.3143.84Y253.800.000.600.001.592.714.3010.6513.1256.3845.76Y263.800.000.600.001.591.503.0810.9514.4744.6333.77

87.52910.98513.21

CARGAS EN EL NIVEL DE AZOTEA

MuroMUROPUERTAAlf. H=1mAlf. H=1.8mP(ton) directaCarga Indirecta PD+0.25PLPi (ton)Yi (m)Xi (m)Pi x XiPi x Yi0.380.090.090.09Longitudes de Influencia (m)Y11.450.000.730.000.710.791.500.671.352.031.0050335Y23.100.500.000.001.272.814.071.427.1729.225.786003Y33.100.500.000.001.272.583.851.4214.4755.745.469698Y41.450.000.730.000.712.583.290.6720.6067.792.204702Y51.200.000.730.000.610.791.413.321.351.904.66Y62.750.000.000.001.142.583.723.323.7714.0212.35Y72.750.000.000.001.142.583.722.559.6535.899.48Y81.200.000.000.000.550.791.342.5512.3016.483.42Y93.650.000.000.001.481.302.783.3218.1750.539.23Y103.800.000.000.001.533.324.853.3220.6099.9316.11Y112.500.000.730.001.111.792.905.750.000.0016.65Y123.550.900.600.001.493.124.616.283.7817.4328.96Y133.650.900.000.001.482.343.826.285.1719.7423.98Y143.800.000.000.001.533.124.655.827.4734.7527.08Y152.500.000.000.001.041.792.835.7510.9731.0516.27Y163.800.000.000.001.533.324.855.8214.4770.1928.23Y173.650.000.000.001.481.302.786.2816.7746.6417.47Y181.350.900.000.000.600.511.116.2818.1720.236.99Y193.800.900.000.001.531.412.945.7521.9564.6116.92Y203.550.000.600.001.492.554.048.4510.9744.3734.18Y214.050.001.250.001.742.384.1211.020.000.0045.43Y223.050.000.600.001.300.742.0411.023.787.7322.53Y233.050.000.000.001.250.741.9910.957.4714.8721.79Y243.800.000.600.001.592.383.9710.658.8235.0142.27Y253.800.000.600.001.592.554.1410.6513.1254.3144.09Y263.800.000.600.001.591.413.0010.9514.4743.3732.82

84.34877.80495.37

10 C.G.

Determinada la cara Pi, se determina la posicin del centro de gravedad (C.G.) de cada Nivel del edificio, mediante la expresin:

Por ser simetrico el plano se obtiene:

X cg =11.05m

El centro de gravedad para la azotea se deternina:

Pi * Yi =1132.41Ton.mPi * Yi =1097.09Ton.m

W =182.27TonW =176.34TonAp =260.04m2Ap =0.00m2Peso repartido por unidad de rea en plantaes =0.70Ton/m2Sea:Y cg =6.21mY cg =6.22

Entonces en todos los niveles la posicin del centro de gravedad es :

(Xcg, Ycg) =(11.05,6.21)

De acuerdo a la Norma E.030, la excentricidad accidental (Ea) se calcula mediante la expresin:Ea =0.05*B(B : Dimensin de la planta transversal a la direccin de anlisis)

Ea x =12.95*0.05=1.11mEa y =22.1*0.05=0.65m

Se anliza 3 estados de cargga (dos para el sismo X-X y una para el sismo Y-Y)

Sismo XX1 = (XCGG, YCG) =(11.05,5.11)Sismo XX2 = (XCGG, YCG) =(11.05,7.32)Sismo YY = (XCGG, YCG) =(11.70,6.21)

11 Cargas acumuladas

CARGAS DE GRAVEDAD ACUMULADAS (Ton) : Pg = PD + 0.25 PLt =0.13MuroL (m)Cargas por NivelCaras acumuladas Pg y esfuerzo axial en Piso 1AzoteaPiso TipPiso 5Piso 4Piso 3Piso 2Piso 11 (ton/m2)X12.913.253.353.256.609.9513.3016.6544.00X22.913.263.353.266.619.9613.3216.6744.06X34.053.813.903.817.7111.6115.5119.4136.86X42.913.263.353.266.619.9613.3216.6744.06X52.913.253.353.256.609.9513.3016.6544.00X61.473.303.423.306.7210.1513.5716.9988.90X72.33.683.823.687.5011.3215.1318.9563.38X83.33.493.593.497.0810.6714.2617.8641.62X93.33.643.743.647.3811.1214.8518.5943.34X102.33.683.823.687.5011.3215.1318.9563.38X111.473.673.793.677.4611.2515.0418.8298.50X123.824.554.694.559.2413.9318.6223.3146.94X131.22.492.552.495.057.6010.1612.7181.48X142.654.905.074.909.9715.0520.1225.2073.14X151.22.492.552.495.057.6010.1612.7181.48X163.824.554.694.559.2413.9318.6223.3146.94X172.933.823.953.827.7811.7315.6819.6451.56X182.853.924.063.927.9812.0316.0920.1554.37X191.41.871.921.873.795.717.639.5552.47X201.42.282.332.284.616.949.2711.5963.70X212.854.084.224.088.3112.5316.7520.9856.62X222.933.994.123.998.1112.2316.3520.4753.74X232.382.943.022.945.968.9812.0115.0348.57X242.32.933.002.935.938.9311.9314.9349.94X251.51.711.731.713.445.176.908.6344.26X261.51.481.501.482.974.475.977.4738.28X272.32.692.772.695.468.2311.0013.7746.04X282.383.013.093.016.109.1812.2715.3649.65

Y11.451.501.551.503.054.606.157.7040.83Y23.14.071.424.075.496.918.339.7524.21Y33.13.854.013.857.8611.8715.8919.9049.37Y41.453.290.673.293.964.635.305.9731.67Y51.21.411.451.412.864.315.777.2246.29Y62.753.723.323.727.0410.3613.6817.0047.55Y72.753.723.883.727.6011.4815.3519.2353.80Y81.21.342.551.343.896.448.9911.5473.97Y93.652.782.862.785.648.5011.3714.2329.98Y103.84.853.324.858.1711.4914.8118.1336.70Y112.52.903.012.905.908.9111.9114.9245.90Y123.554.616.284.6110.8917.1723.4529.7364.42Y133.653.823.963.827.7811.7415.7119.6741.45Y143.84.655.824.6510.4716.2922.1127.9356.54Y152.52.832.942.835.778.7111.6514.5944.90Y163.84.855.824.8510.6716.4922.3128.1356.95Y173.652.782.862.785.648.5011.3714.2329.98Y181.351.116.281.117.3913.6719.9526.23149.48Y193.82.943.032.945.979.0012.0315.0730.50Y203.554.048.454.0412.4920.9429.3937.8482.00Y214.054.124.274.128.3912.6616.9321.2040.27Y223.052.0411.022.0413.0624.0835.1046.12116.33Y233.051.992.041.994.036.068.1010.1325.56Y243.83.9710.653.9714.6225.2735.9246.5794.27Y253.84.144.304.148.4412.7317.0321.3343.17Y263.83.0010.953.0013.9524.9035.8546.8094.73176.34211.461022.17

12 Cortante basal

PARAMETROS SISMICOSClculo de la cortante:Z =0.3 U =1S =1.2Hx =153.33N =4Hy =153.33Cx =2.5Cy =2.50R =6.00P =1,022.17TonT =0.21Seg.

PisoPesohiHiPeso*HiSismo moderadoSismo severoTonmmTon*mFi (TonHi (Ton)Vei (Ton) = 2*Hi

Azotea176.342.5712.852265.9945.1245.1290.244211.462.5710.282173.7843.2888.40176.803211.462.577.711630.3432.46120.86241.732211.462.575.141086.8921.64142.50285.011211.462.572.57543.4510.82153.33306.65

1,022.1712.857700.44153.33

ANALISIS DE CORTE DIRECTO.ANALISIS DE CORTE DIRECTO 1ER. PISO.F`c =175Kg/Cm2 F`m =65Kg/Cm2Ec =198431.35Kg/Cm2V =1082.07KgEm =32500.00Kg/Cm2n =6.11

Calculo del cortante directo sobre cada muro en funcin de su rigidez lateral. Esto en cada piso y en cada direccin.Rigidez Y-YCte . Directo.MURO L Espesor.H.Area de Muro. KxiKxi/KxiVmi-x(Cm.)t ( Cm.)(Cm.)(Cm2)(Kg/Cm.)(%)(Kg)X1291.0023.00240.0066.93158429.575.31%57.46X2291.0023.00240.0066.93158429.575.31%57.46X3405.0013.00240.0052.65161866.785.43%58.71X4291.0023.00240.0066.93158429.575.31%57.46X5291.0023.00240.0066.93158429.575.31%57.46X6147.0023.00240.0033.8133511.661.12%12.16X7230.0023.00240.0052.9097391.763.26%35.33X8330.0023.00240.0075.90200913.276.73%72.87X9330.0023.00240.0075.90200913.276.73%72.87X10230.0023.00240.0052.9097391.763.26%35.33X11147.0023.00240.0033.8133511.661.12%12.16X12382.0013.00240.0049.66146864.654.92%53.27X13120.0013.00240.0015.6011118.420.37%4.03X14265.0013.00240.0034.4574274.662.49%26.94X15120.0013.00240.0015.6011118.420.37%4.03X16382.0013.00240.0049.66146864.654.92%53.27X17293.0023.00240.0067.39160557.345.38%58.24X18285.0023.00240.0065.55152085.395.10%55.16X19140.0013.00240.0018.2016703.260.56%6.06X20140.0013.00240.0018.2016703.260.56%6.06X21285.0023.00240.0065.55152085.395.10%55.16X22293.0023.00240.0067.39160557.345.38%58.24X23238.0023.00240.0054.74104884.313.52%38.04X24230.0023.00240.0052.9097391.763.26%35.33X25150.0023.00240.0034.5035286.061.18%12.8X26150.0023.00240.0034.5035286.061.18%12.8X27230.0023.00240.0052.9097391.763.26%35.33X28238.0023.00240.0054.74104884.313.52%38.042983275.4781082.070

MURO L Espesor.H.Area de Muro. KxiKxi/KxiVmi-x(Cm.)t ( Cm.)(Cm.)(Cm2)(Kg/Cm.)(%)(Kg)Y1145.0013.00240.0018.8518287.25ERROR:#DIV/0!ERROR:#DIV/0!Y2310.0013.00240.0040.30101107.72ERROR:#DIV/0!ERROR:#DIV/0!Y3310.0013.00240.0035.75101107.72ERROR:#DIV/0!ERROR:#DIV/0!Y4145.0013.00240.0015.6018287.25ERROR:#DIV/0!ERROR:#DIV/0!Y5120.0013.00240.0040.3011118.42ERROR:#DIV/0!ERROR:#DIV/0!Y6275.0013.00240.0018.8580063.78ERROR:#DIV/0!ERROR:#DIV/0!Y7275.0013.00240.0018.8580063.78ERROR:#DIV/0!ERROR:#DIV/0!Y8120.0013.00240.0015.6011118.42ERROR:#DIV/0!ERROR:#DIV/0!Y9365.0023.00240.0035.75240373.34ERROR:#DIV/0!ERROR:#DIV/0!Y10380.0023.00240.0015.60257539.81ERROR:#DIV/0!ERROR:#DIV/0!Y11250.0013.00240.0032.5065820.80ERROR:#DIV/0!ERROR:#DIV/0!Y12355.0013.00240.0046.15129436.81ERROR:#DIV/0!ERROR:#DIV/0!Y13365.0023.00240.0083.95240373.34ERROR:#DIV/0!ERROR:#DIV/0!Y14380.0013.00240.0049.40145565.98ERROR:#DIV/0!ERROR:#DIV/0!Y15250.0013.00240.0032.5065820.80ERROR:#DIV/0!ERROR:#DIV/0!Y16380.0023.00240.0087.40257539.81ERROR:#DIV/0!ERROR:#DIV/0!Y17365.0023.00240.0083.95240373.34ERROR:#DIV/0!ERROR:#DIV/0!Y18135.0023.00240.0031.0526880.80ERROR:#DIV/0!ERROR:#DIV/0!Y19380.0023.00240.0087.40257539.81ERROR:#DIV/0!ERROR:#DIV/0!Y20355.0023.00240.0081.65229003.58ERROR:#DIV/0!ERROR:#DIV/0!Y21405.0013.00240.0052.65161866.78ERROR:#DIV/0!ERROR:#DIV/0!Y22305.0013.00240.0039.6598037.47ERROR:#DIV/0!ERROR:#DIV/0!Y23305.0013.00240.0039.6598037.47ERROR:#DIV/0!ERROR:#DIV/0!Y24380.0013.00240.0049.40145565.98ERROR:#DIV/0!ERROR:#DIV/0!Y25380.0023.00240.0087.40257539.81ERROR:#DIV/0!ERROR:#DIV/0!Y26380.0023.00240.0087.40257539.81ERROR:#DIV/0!ERROR:#DIV/0!0.000.000.000.000.00ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!0.000.000.000.000.00ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!

ANALISIS DE CORTE DIRECTO 2DO. PISO.F`c =175Kg/Cm2 F`m =65Kg/Cm2Ec =198431.35Kg/Cm2V =2164.14KgEm =32500.00Kg/Cm2n =6.11

Calculo del cortante directo sobre cada muro en funcin de su rigidez lateral. Esto en cada piso y en cada direccin.Rigidez Y-YCte . Directo.MURO L Espesor.H.Area de Muro. KxiKxi/KxiVmi-x(Cm.)t ( Cm.)(Cm.)(Cm2)(Kg/Cm.)(%)(Kg)X1291.0023.00240.0066.931584305.31%114.93X2291.0023.00240.0066.931584305.31%114.93X3405.0013.00240.0052.651618675.43%117.42X4291.0023.00240.0066.931584305.31%114.93X5291.0023.00240.0066.931584305.31%114.93X6147.0023.00240.0033.81335121.12%24.31X7230.0023.00240.0052.90973923.26%70.65X8330.0023.00240.0075.902009136.73%145.75X9330.0023.00240.0075.902009136.73%145.75X10230.0023.00240.0052.90973923.26%70.65X11147.0023.00240.0033.81335121.12%24.31X12382.0013.00240.0049.661468654.92%106.54X13120.0013.00240.0015.60111180.37%8.07X14265.0013.00240.0034.45742752.49%53.88X15120.0013.00240.0015.60111180.37%8.07X16382.0013.00240.0049.661468654.92%106.54X17293.0023.00240.0067.391605575.38%116.47X18285.0023.00240.0065.551520855.10%110.33X19140.0013.00240.0018.20167030.56%12.12X20140.0013.00240.0018.20167030.56%12.12X21285.0023.00240.0065.551520855.10%110.33X22293.0023.00240.0067.391605575.38%116.47X23238.0023.00240.0054.741048843.52%76.09X24230.0023.00240.0052.90973923.26%70.65X25150.0023.00240.0034.50352861.18%25.6X26150.0023.00240.0034.50352861.18%25.6X27230.0023.00240.0052.90973923.26%70.65X28238.0023.00240.0054.741048843.52%76.0928783912164.18

MURO L Espesor.H.Area de Muro. KxiKxi/KxiVmi-x(Cm.)t ( Cm.)(Cm.)(Cm2)(Kg/Cm.)(%)(Kg)Y1145.0023.00240.0018.8532354ERROR:#DIV/0!ERROR:#DIV/0!Y2310.0023.00240.0040.30178883ERROR:#DIV/0!ERROR:#DIV/0!Y3310.0013.00240.0035.75101108ERROR:#DIV/0!ERROR:#DIV/0!Y4145.0023.00240.0015.6032354ERROR:#DIV/0!ERROR:#DIV/0!Y5120.0023.00240.0040.3019671ERROR:#DIV/0!ERROR:#DIV/0!Y6275.0023.00240.0018.85141651ERROR:#DIV/0!ERROR:#DIV/0!Y7275.0023.00240.0018.85141651ERROR:#DIV/0!ERROR:#DIV/0!Y8120.0023.00240.0015.6019671ERROR:#DIV/0!ERROR:#DIV/0!Y9365.0023.00240.0035.75240373ERROR:#DIV/0!ERROR:#DIV/0!Y10380.0023.00240.0015.60257540ERROR:#DIV/0!ERROR:#DIV/0!Y11250.0023.00240.0032.50116452ERROR:#DIV/0!ERROR:#DIV/0!Y12355.0013.00240.0046.15129437ERROR:#DIV/0!ERROR:#DIV/0!Y13365.0013.00240.0083.95135863ERROR:#DIV/0!ERROR:#DIV/0!Y14380.0013.00240.0049.40145566ERROR:#DIV/0!ERROR:#DIV/0!Y15250.0013.00240.0032.5065821ERROR:#DIV/0!ERROR:#DIV/0!Y16380.0013.00240.0087.40145566ERROR:#DIV/0!ERROR:#DIV/0!Y17365.0023.00240.0083.95240373ERROR:#DIV/0!ERROR:#DIV/0!Y18135.0023.00240.0031.0526881ERROR:#DIV/0!ERROR:#DIV/0!Y19380.0013.00240.0087.40145566ERROR:#DIV/0!ERROR:#DIV/0!Y20355.0013.00240.0081.65129437ERROR:#DIV/0!ERROR:#DIV/0!Y21405.0023.00240.0052.65286380ERROR:#DIV/0!ERROR:#DIV/0!Y22305.0023.00240.0039.65173451ERROR:#DIV/0!ERROR:#DIV/0!Y23305.0023.00240.0039.65173451ERROR:#DIV/0!ERROR:#DIV/0!Y24380.0023.00240.0049.40257540ERROR:#DIV/0!ERROR:#DIV/0!Y25380.0023.00240.0087.40257540ERROR:#DIV/0!ERROR:#DIV/0!Y26380.0023.00240.0087.40257540ERROR:#DIV/0!ERROR:#DIV/0!0.000.0023.000.000.00ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!0.000.0023.000.000.00ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!

ANALISIS DE CORTE DIRECTO 3ER. PISO.F`c =175Kg/Cm2 F`m =65Kg/Cm2Ec =198431.35Kg/Cm2V =3246.20KgEm =32500.00Kg/Cm2n =6.11

Calculo del cortante directo sobre cada muro en funcin de su rigidez lateral. Esto en cada piso y en cada direccin.Rigidez Y-YCte . Directo.MURO L Espesor.H.Area de Muro. KxiKxi/KxiVmi-x(Cm.)t ( Cm.)(Cm.)(Cm2)(Kg/Cm.)(%)(Kg)X1291.0023.00240.0066.93158429.575.31%172.39X2291.0023.00240.0066.93158429.575.31%172.39X3405.0013.00240.0052.65161866.785.43%176.13X4291.0023.00240.0066.93158429.575.31%172.39X5291.0023.00240.0066.93158429.575.31%172.39X6147.0023.00240.0033.8133511.661.12%36.47X7230.0023.00240.0052.9097391.763.26%105.98X8330.0023.00240.0075.90200913.276.73%218.62X9330.0023.00240.0075.90200913.276.73%218.62X10230.0023.00240.0052.9097391.763.26%105.98X11147.0023.00240.0033.8133511.661.12%36.47X12382.0013.00240.0049.66146864.654.92%159.81X13120.0013.00240.0015.6011118.420.37%12.1X14265.0013.00240.0034.4574274.662.49%80.82X15120.0013.00240.0015.6011118.420.37%12.1X16382.0013.00240.0049.66146864.654.92%159.81X17293.0023.00240.0067.39160557.345.38%174.71X18285.0023.00240.0065.55152085.395.10%165.49X19140.0013.00240.0018.2016703.260.56%18.18X20140.0013.00240.0018.2016703.260.56%18.18X21285.0023.00240.0065.55152085.395.10%165.49X22293.0023.00240.0067.39160557.345.38%174.71X23238.0023.00240.0054.74104884.313.52%114.13X24230.0023.00240.0052.9097391.763.26%105.98X25150.0023.00240.0034.5035286.061.18%38.4X26150.0023.00240.0034.5035286.061.18%38.4X27230.0023.00240.0052.9097391.763.26%105.98X28238.0023.00240.0054.74104884.313.52%114.132878391.1703246.25

MURO L Espesor.H.Area de Muro. KxiKxi/KxiVmi-x(Cm.)t ( Cm.)(Cm.)(Cm2)(Kg/Cm.)(%)(Kg)Y1145.0013.00240.0018.8518287.25ERROR:#DIV/0!ERROR:#DIV/0!Y2310.0013.00240.0040.30101107.72ERROR:#DIV/0!ERROR:#DIV/0!Y3310.0013.00240.0035.75101107.72ERROR:#DIV/0!ERROR:#DIV/0!Y4145.0013.00240.0015.6018287.25ERROR:#DIV/0!ERROR:#DIV/0!Y5120.0013.00240.0040.3011118.42ERROR:#DIV/0!ERROR:#DIV/0!Y6275.0013.00240.0018.8580063.78ERROR:#DIV/0!ERROR:#DIV/0!Y7275.0013.00240.0018.8580063.78ERROR:#DIV/0!ERROR:#DIV/0!Y8120.0013.00240.0015.6011118.42ERROR:#DIV/0!ERROR:#DIV/0!Y9365.0023.00240.0035.75240373.34ERROR:#DIV/0!ERROR:#DIV/0!Y10380.0023.00240.0015.60257539.81ERROR:#DIV/0!ERROR:#DIV/0!Y11250.0013.00240.0032.5065820.80ERROR:#DIV/0!ERROR:#DIV/0!Y12355.0013.00240.0046.15129436.81ERROR:#DIV/0!ERROR:#DIV/0!Y13365.0023.00240.0083.95240373.34ERROR:#DIV/0!ERROR:#DIV/0!Y14380.0013.00240.0049.40145565.98ERROR:#DIV/0!ERROR:#DIV/0!Y15250.0013.00240.0032.5065820.80ERROR:#DIV/0!ERROR:#DIV/0!Y16380.0023.00240.0087.40257539.81ERROR:#DIV/0!ERROR:#DIV/0!Y17365.0023.00240.0083.95240373.34ERROR:#DIV/0!ERROR:#DIV/0!Y18135.0023.00240.0031.0526880.80ERROR:#DIV/0!ERROR:#DIV/0!Y19380.0023.00240.0087.40257539.81ERROR:#DIV/0!ERROR:#DIV/0!Y20355.0023.00240.0081.65229003.58ERROR:#DIV/0!ERROR:#DIV/0!Y21405.0013.00240.0052.65161866.78ERROR:#DIV/0!ERROR:#DIV/0!Y22305.0013.00240.0039.6598037.47ERROR:#DIV/0!ERROR:#DIV/0!Y23305.0013.00240.0039.6598037.47ERROR:#DIV/0!ERROR:#DIV/0!Y24380.0013.00240.0049.40145565.98ERROR:#DIV/0!ERROR:#DIV/0!Y25380.0023.00240.0087.40257539.81ERROR:#DIV/0!ERROR:#DIV/0!Y26380.0023.00240.0087.40257539.81ERROR:#DIV/0!ERROR:#DIV/0!0.000.000.000.000.00ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!0.000.000.000.000.00ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!

ANALISIS DE CORTE DIRECTO 4TO. PISO.F`c =175Kg/Cm2 F`m =65Kg/Cm2Ec =198431.35Kg/Cm2V =4328.27KgEm =32500.00Kg/Cm2n =6.11

Calculo del cortante directo sobre cada muro en funcin de su rigidez lateral. Esto en cada piso y en cada direccin.Rigidez Y-YCte . Directo.MURO L Espesor.H.Area de Muro. KxiKxi/KxiVmi-x(Cm.)t ( Cm.)(Cm.)(Cm2)(Kg/Cm.)(%)(Kg)X1291.0023.00240.0066.93158429.575.31%229.86X2291.0023.00240.0066.93158429.575.31%229.86X3405.0013.00240.0052.65161866.785.43%234.84X4291.0023.00240.0066.93158429.575.31%229.86X5291.0023.00240.0066.93158429.575.31%229.86X6147.0023.00240.0033.8133511.661.12%48.62X7230.0023.00240.0052.9097391.763.26%141.3X8330.0023.00240.0075.90200913.276.73%291.49X9330.0023.00240.0075.90200913.276.73%291.49X10230.0023.00240.0052.9097391.763.26%141.3X11147.0023.00240.0033.8133511.661.12%48.62X12382.0013.00240.0049.66146864.654.92%213.08X13120.0013.00240.0015.6011118.420.37%16.13X14265.0013.00240.0034.4574274.662.49%107.76X15120.0013.00240.0015.6011118.420.37%16.13X16382.0013.00240.0049.66146864.654.92%213.08X17293.0023.00240.0067.39160557.345.38%232.94X18285.0023.00240.0065.55152085.395.10%220.65X19140.0013.00240.0018.2016703.260.56%24.23X20140.0013.00240.0018.2016703.260.56%24.23X21285.0023.00240.0065.55152085.395.10%220.65X22293.0023.00240.0067.39160557.345.38%232.94X23238.0023.00240.0054.74104884.313.52%152.17X24230.0023.00240.0052.9097391.763.26%141.3X25150.0023.00240.0034.5035286.061.18%51.19X26150.0023.00240.0034.5035286.061.18%51.19X27230.0023.00240.0052.9097391.763.26%141.3X28238.0023.00240.0054.74104884.313.52%152.172878391.1704328.240

MURO L Espesor.H.Area de Muro. KxiKxi/KxiVmi-x(Cm.)t ( Cm.)(Cm.)(Cm2)(Kg/Cm.)(%)(Kg)Y1145.0013.00240.0018.8518287.25ERROR:#DIV/0!ERROR:#DIV/0!Y2310.0013.00240.0040.30101107.72ERROR:#DIV/0!ERROR:#DIV/0!Y3310.0013.00240.0035.75101107.72ERROR:#DIV/0!ERROR:#DIV/0!Y4145.0013.00240.0015.6018287.25ERROR:#DIV/0!ERROR:#DIV/0!Y5120.0013.00240.0040.3011118.42ERROR:#DIV/0!ERROR:#DIV/0!Y6275.0013.00240.0018.8580063.78ERROR:#DIV/0!ERROR:#DIV/0!Y7275.0013.00240.0018.8580063.78ERROR:#DIV/0!ERROR:#DIV/0!Y8120.0013.00240.0015.6011118.42ERROR:#DIV/0!ERROR:#DIV/0!Y9365.0023.00240.0035.75240373.34ERROR:#DIV/0!ERROR:#DIV/0!Y10380.0023.00240.0015.60257539.81ERROR:#DIV/0!ERROR:#DIV/0!Y11250.0013.00240.0032.5065820.80ERROR:#DIV/0!ERROR:#DIV/0!Y12355.0013.00240.0046.15129436.81ERROR:#DIV/0!ERROR:#DIV/0!Y13365.0023.00240.0083.95240373.34ERROR:#DIV/0!ERROR:#DIV/0!Y14380.0013.00240.0049.40145565.98ERROR:#DIV/0!ERROR:#DIV/0!Y15250.0013.00240.0032.5065820.80ERROR:#DIV/0!ERROR:#DIV/0!Y16380.0023.00240.0087.40257539.81ERROR:#DIV/0!ERROR:#DIV/0!Y17365.0023.00240.0083.95240373.34ERROR:#DIV/0!ERROR:#DIV/0!Y18135.0023.00240.0031.0526880.80ERROR:#DIV/0!ERROR:#DIV/0!Y19380.0023.00240.0087.40257539.81ERROR:#DIV/0!ERROR:#DIV/0!Y20355.0023.00240.0081.65229003.58ERROR:#DIV/0!ERROR:#DIV/0!Y21405.0013.00240.0052.65161866.78ERROR:#DIV/0!ERROR:#DIV/0!Y22305.0013.00240.0039.6598037.47ERROR:#DIV/0!ERROR:#DIV/0!Y23305.0013.00240.0039.6598037.47ERROR:#DIV/0!ERROR:#DIV/0!Y24380.0013.00240.0049.40145565.98ERROR:#DIV/0!ERROR:#DIV/0!Y25380.0023.00240.0087.40257539.81ERROR:#DIV/0!ERROR:#DIV/0!Y26380.0023.00240.0087.40257539.81ERROR:#DIV/0!ERROR:#DIV/0!0.000.000.000.000.00ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!0.000.000.000.000.00ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!

ANALISIS DE CORTE DIRECTO 5TO. PISO.F`c =175Kg/Cm2 F`m =65Kg/Cm2Ec =198431.35Kg/Cm2V =4511.87KgEm =32500.00Kg/Cm2n =6.11

Calculo del cortante directo sobre cada muro en funcin de su rigidez lateral. Esto en cada piso y en cada direccin.Rigidez Y-YCte . Directo.MURO L Espesor.H.Area de Muro. KxiKxi/KxiVmi-x(Cm.)t ( Cm.)(Cm.)(Cm2)(Kg/Cm.)(%)(Kg)X1291.0023.00220.0066.93187040.516.27%282.88X2291.0023.00220.0066.93187040.516.27%282.88X3405.0013.00220.0052.65186059.046.24%281.39X4291.0023.00220.0066.93187040.516.27%282.88X5291.0023.00220.0066.93187040.516.27%282.88X6147.0023.00220.0033.8141764.051.40%63.16X7230.0023.00220.0052.90117343.593.93%177.47X8330.0023.00220.0075.90234680.237.87%354.93X9330.0023.00220.0075.90234680.237.87%354.93X10230.0023.00220.0052.90117343.593.93%177.47X11147.0023.00220.0033.8141764.051.40%63.16X12382.0013.00220.0049.66169554.305.68%256.43X13120.0013.00220.0015.6014014.130.47%21.19X14265.0013.00220.0034.4588402.552.96%133.7X15120.0013.00220.0015.6014014.130.47%21.19X16382.0013.00220.0049.66169554.305.68%256.43X17293.0023.00220.0067.39189440.716.35%286.51X18285.0023.00220.0065.55179874.026.03%272.04X19140.0013.00220.0018.2020878.480.70%31.58X20140.0013.00220.0018.2020878.480.70%31.58X21285.0023.00220.0065.55179874.026.03%272.04X22293.0023.00220.0067.39189440.716.35%286.51X23238.0023.00220.0054.74126001.804.22%190.56X24230.0023.00220.0052.90117343.593.93%177.47X25150.0023.00220.0034.5043919.301.47%66.42X26150.0023.00220.0034.5043919.301.47%66.42X27230.0023.00220.0052.90117343.593.93%177.47X28238.0023.00220.0054.74126001.804.22%190.563532252.043

MURO L Espesor.H.Area de Muro. KxiKxi/KxiVmi-x(Cm.)t ( Cm.)(Cm.)(Cm2)(Kg/Cm.)(%)(Kg)Y1120.0013.00220.0015.6014014.13ERROR:#DIV/0!ERROR:#DIV/0!Y2300.0013.00220.0039.00111847.01ERROR:#DIV/0!ERROR:#DIV/0!Y3300.0013.00220.0035.75111847.01ERROR:#DIV/0!ERROR:#DIV/0!Y4120.0013.00220.0035.7514014.13ERROR:#DIV/0!ERROR:#DIV/0!Y5120.0013.00220.0039.0014014.13ERROR:#DIV/0!ERROR:#DIV/0!Y6120.0013.00220.0015.6014014.13ERROR:#DIV/0!ERROR:#DIV/0!Y7275.0013.00220.0015.6094986.51ERROR:#DIV/0!ERROR:#DIV/0!Y8275.0013.00220.0015.6094986.51ERROR:#DIV/0!ERROR:#DIV/0!Y9120.0023.00220.0035.7524794.23ERROR:#DIV/0!ERROR:#DIV/0!Y10120.0023.00220.0035.7524794.23ERROR:#DIV/0!ERROR:#DIV/0!Y11365.0013.00220.0047.45157407.92ERROR:#DIV/0!ERROR:#DIV/0!Y12260.0013.00220.0033.8085151.13ERROR:#DIV/0!ERROR:#DIV/0!Y13260.0023.00220.0059.80150652.00ERROR:#DIV/0!ERROR:#DIV/0!Y14380.0013.00220.0049.40168122.50ERROR:#DIV/0!ERROR:#DIV/0!Y15365.0013.00220.0047.45157407.92ERROR:#DIV/0!ERROR:#DIV/0!Y16380.0023.00220.0087.40297447.50ERROR:#DIV/0!ERROR:#DIV/0!Y17260.0023.00220.0059.80150652.00ERROR:#DIV/0!ERROR:#DIV/0!Y18260.0023.00220.0059.80150652.00ERROR:#DIV/0!ERROR:#DIV/0!Y19365.0023.00220.0083.95278490.93ERROR:#DIV/0!ERROR:#DIV/0!Y20145.0023.00220.0033.3540356.08ERROR:#DIV/0!ERROR:#DIV/0!Y21370.0013.00220.0048.10160974.32ERROR:#DIV/0!ERROR:#DIV/0!Y22370.0013.00220.0048.10160974.32ERROR:#DIV/0!ERROR:#DIV/0!Y23385.0013.00220.0050.05171703.20ERROR:#DIV/0!ERROR:#DIV/0!Y24295.0013.00220.0038.35108434.88ERROR:#DIV/0!ERROR:#DIV/0!Y25295.0023.00220.0067.85191846.33ERROR:#DIV/0!ERROR:#DIV/0!Y26385.0023.00220.0088.55303782.58ERROR:#DIV/0!ERROR:#DIV/0!0.000.000.000.000.00ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!0.000.000.000.000.00ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!ERROR:#DIV/0!

DRIFSStoryItemLoadPointXYZDriftXDriftYPISO5Max Drift XDEAD14313.1212.9512.850.00002PISO5Max Drift YDEAD14222.0912.9512.850.000091PISO5Max Drift XLIVE14313.1212.9512.850.00001PISO5Max Drift YLIVE14222.0912.9512.850.000043PISO5Max Drift XSISMOX14313.1212.9512.850.003943PISO5Max Drift YSISMOX1400412.850.000789PISO5Max Drift XSISMOY14313.1212.9512.850.000319PISO5Max Drift YSISMOY14222.0912.9512.850.003147PISO4Max Drift XDEAD14313.1212.9510.280.000018PISO4Max Drift YDEAD14222.0912.9510.280.000081PISO4Max Drift XLIVE14313.1212.9510.280.000009PISO4Max Drift YLIVE14222.0912.9510.280.00004PISO4Max Drift XSISMOX14313.1212.9510.280.003801PISO4Max Drift YSISMOX1400410.280.00076PISO4Max Drift XSISMOY14313.1212.9510.280.000309PISO4Max Drift YSISMOY14222.0912.9510.280.003043PISO3Max Drift XDEAD14313.1212.957.710.000015PISO3Max Drift YDEAD14222.0912.957.710.000066PISO3Max Drift XLIVE14313.1212.957.710.000007PISO3Max Drift YLIVE14222.0912.957.710.000033PISO3Max Drift XSISMOX14313.1212.957.710.003344PISO3Max Drift YSISMOX140047.710.000668PISO3Max Drift XSISMOY14313.1212.957.710.000273PISO3Max Drift YSISMOY14222.0912.957.710.002685PISO2Max Drift XDEAD14313.1212.955.140.00001PISO2Max Drift YDEAD14222.0912.955.140.000044PISO2Max Drift XLIVE14313.1212.955.140.000005PISO2Max Drift YLIVE14222.0912.955.140.000022PISO2Max Drift XSISMOX14313.1212.955.140.002448PISO2Max Drift YSISMOX140045.140.000489PISO2Max Drift XSISMOY14313.1212.955.140.000201PISO2Max Drift YSISMOY14222.0912.955.140.001977PISO1Max Drift XDEAD9022.01512.952.570.000003PISO1Max Drift YDEAD5522.099.1752.570.000016PISO1Max Drift XLIVE9022.01512.952.570.000002PISO1Max Drift YLIVE5522.099.1752.570.000008PISO1Max Drift XSISMOX9022.01512.952.570.001007PISO1Max Drift YSISMOX4409.1752.570.000196PISO1Max Drift XSISMOY9022.01512.952.570.000084PISO1Max Drift YSISMOY5522.099.1752.570.000832

SISMO Y 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