2.0MEMORIA DE CALCULO MURO AA.HH. PERUANOS UNIDOS LOS CIBELESMURO DE H=2.00Ingresar datos del Muro:Datos del Suelo de la Base:he = b1 x tg() =32.61 Angulo de friccin de Suelo0.200.000.56921/12 x HP.e. terr. =2.15tn/m3Peso Especif. del SueloBorde =0.40c.p.s. =3.60kg/cm2Capacid. Portante del Suelohterreno2.001.60C =0.00tn/m2CohesinEvEaDatos del Relleno: =32.61 Angulo de friccin de Suelo2.00Eh0.56920.20 =0.00 Angulo inclinacion del taludNo tiene Talud0.40Seccion A-A:0.00002.40(1/2 - 1) x Dx FSVConformeP.e. rell. =2.15tn/m3Peso Especif. del Relleno0.500.000.400.250.00A-Ax FSDConformeC =0.00tn/m2Cohesin.0.40Seccion B-B:Datos del Concreto:D = (1/6 - 1/8) x H0.65B-Bx FSVConformeP.e. muro =2.00tn/m3Peso Especif. Pantalla0.301.15x FSDConformeP.e. Ciment=2.30tn/m3Peso Especif. Cimentacin0.40B = (2/5 - 2/3) x Hx ExcentricidadConformef'c=100kg/cm2Resistencia del Concreto0.460.26x PresionesConforme0.770.43x EsfuerzosConformeDiagramaTrapezoidalFSV =1.50Factor Seguridad Volteo (1.50)0.460.80FSD =1.25Factor Seguridad Deslizamiento (1.25)0.251.05f =tang()0.640.64Coefic. de Friccinh' =0.23m. Sobrecarga =500kg/m20.23Clculo del Empuje Activo:Cos()=1.0000Ka =Cos() x Cos() - Cos2() - Cos2()Coeficiente de Empuje ActivoCos2()=1.0000Cos() + Cos2() - Cos2()Cos2()=0.7096Ka =0.2996Ka =0.2996Datos para la Seccion B - B:Datos para la Seccion A - A:Ea = x g x Ka x (h + b1xtg()) x ( h + b1xtg() + 2h' ) - 2xCxhxKaEmpuje ActivoEa =1.5879521647tn.Ea =1.064227564tn.dh = x h x [(h + 3 x h') / (h + 2 x h') ]Ubicacin del Empuje Activodh =0.73m.dh =0.59m.0.000.000.00000.0000Ev=Ea x sen(ang.)Ev=Ea x sen(ang.)Ev=0.000tn.Ev=0.000tn.Ea=Ea x cos(ang.)Ea=Ea x cos(ang.)Ea=1.588tn.Ea=1.064tn.ESTUDIO EN LA SECCION A - A:Verificacin de Estabilidad:PesosBrazoMomentoP10.402.002.001.001.6000.701.120P20.002.002.000.500.0000.500.000P30.251.602.000.500.4000.980.393P41.150.402.301.001.0580.580.608P70.250.002.150.500.0001.070.000Ev0.0000.940.000P3.058M2.122M / ( E x dh )FSV =3.36>1.50Conforme[ P x Tang( ) ] / EFSD =1.65>1.25ConformeESTUDIO EN LA SECCION B - B:Verificacin de Estabilidad:PesosBrazoMomentoP10.402.002.001.001.6000.701.120P20.002.002.000.500.0000.500.000P30.251.602.000.500.4000.980.393P41.150.402.301.001.0580.580.608P50.251.602.150.500.4301.070.459P60.001.602.151.000.0001.150.000P70.250.002.150.500.0001.070.000Ev0.0000.940.000P3.488M2.580M / ( E x dh )FSV =2.23>1.50Conforme[ P x 0.90 x Tang( ) ] / EFSD =1.26>1.25ConformeUbicacin de la Resultante:xo =0.408m.[ M - ( Eh x dh ) ] / PClculo de la Excentricidad:e=B/2 - xo < B/60.1671.50Conforme[ P x Tang( ) ] / EFSD =1.44>1.25ConformeESTUDIO EN LA SECCION B - B:Verificacin de Estabilidad:PesosBrazoMomentoP10.402.402.001.001.9200.751.440P20.002.402.000.500.0000.550.000P30.402.002.000.500.8001.080.867P41.350.402.301.001.2420.680.838P50.402.002.150.500.8601.221.046P60.002.002.151.000.0001.350.000P70.400.002.150.500.0001.220.000Ev0.0001.030.000P4.822M4.191M / ( E x dh )FSV =2.19>1.50Conforme[ P x 0.90 x Tang( ) ] / EFSD =1.25>1.25ConformeUbicacin de la Resultante:xo =0.472m.[ M - ( Eh x dh ) ] / PClculo de la Excentricidad:e=B/2 - xo < B/60.2031.50Conforme[ P x Tang( ) ] / EFSD =1.38>1.25ConformeESTUDIO EN LA SECCION B - B:Verificacin de Estabilidad:PesosBrazoMomentoP10.402.602.001.002.0800.751.560P20.002.602.000.500.0000.550.000P30.502.202.000.501.1001.121.228P41.450.402.301.001.3340.730.967P50.502.202.150.501.1831.281.518P60.002.202.151.000.0001.450.000P70.500.002.150.500.0001.280.000Ev0.0001.050.000P5.697M5.273M / ( E x dh )FSV =2.20>1.50Conforme[ P x 0.90 x Tang( ) ] / EFSD =1.28>1.25ConformeUbicacin de la Resultante:xo =0.506m.[ M - ( Eh x dh ) ] / PClculo de la Excentricidad:e=B/2 - xo < B/60.2191.50Conforme[ P x Tang( ) ] / EFSD =1.26>1.25ConformeESTUDIO EN LA SECCION B - B:Verificacin de Estabilidad:PesosBrazoMomentoP10.403.002.001.002.4000.801.920P20.003.002.000.500.0000.600.000P30.652.602.000.501.6901.222.056P41.650.402.301.001.5180.831.252P50.652.602.150.501.8171.432.604P60.002.602.151.000.0001.650.000P70.650.002.150.500.0001.430.000Ev0.0001.140.000P7.425M7.833M / ( E x dh )FSV =2.19>1.50Conforme[ P x 0.90 x Tang( ) ] / EFSD =1.28>1.25ConformeUbicacin de la Resultante:xo =0.574m.[ M - ( Eh x dh ) ] / PClculo de la Excentricidad:e=B/2 - xo < B/60.2511.50Conforme[ P x Tang( ) ] / EFSD =1.25>1.25ConformeESTUDIO EN LA SECCION B - B:Verificacin de Estabilidad:PesosBrazoMomentoP10.403.402.001.002.7200.701.904P20.003.402.000.500.0000.500.000P30.953.002.000.502.8501.223.468P41.850.402.301.001.7020.931.574P50.953.002.150.503.0641.534.698P60.003.002.151.000.0001.850.000P70.950.002.150.500.0001.530.000Ev0.0001.120.000P10.336M11.644M / ( E x dh )FSV =2.29>1.50Conforme[ P x 0.90 x Tang( ) ] / EFSD =1.41>1.25ConformeUbicacin de la Resultante:xo =0.634m.[ M - ( Eh x dh ) ] / PClculo de la Excentricidad:e=B/2 - xo < B/60.2911.50Conforme[ P x Tang( ) ] / EFSD =1.25>1.25ConformeESTUDIO EN LA SECCION B - B:Verificacin de Estabilidad:PesosBrazoMomentoP10.603.702.001.004.4400.903.996P20.003.702.000.500.0000.600.000P30.753.302.000.502.4751.453.589P41.950.402.301.001.7940.981.749P50.753.302.150.502.6611.704.523P60.003.302.151.000.0001.950.000P70.750.002.150.500.0001.700.000Ev0.0001.380.000P11.370M13.857M / ( E x dh )FSV =2.14>1.50Conforme[ P x 0.90 x Tang( ) ] / EFSD =1.32>1.25ConformeUbicacin de la Resultante:xo =0.650m.[ M - ( Eh x dh ) ] / PClculo de la Excentricidad:e=B/2 - xo < B/60.3251.50Conforme[ P x Tang( ) ] / EFSD =1.25>1.25ConformeESTUDIO EN LA SECCION B - B:Verificacin de Estabilidad:PesosBrazoMomentoP10.704.402.001.006.1600.955.852P20.004.402.000.500.0000.600.000P31.054.002.000.504.2001.656.930P42.350.402.301.002.1621.182.540P51.054.002.150.504.5152.009.030P60.004.002.151.000.0002.350.000P71.050.002.150.500.0002.000.000Ev0.0001.570.000P17.037M24.352M / ( E x dh )FSV =2.30>1.50Conforme[ P x 0.90 x Tang( ) ] / EFSD =1.42>1.25ConformeUbicacin de la Resultante:xo =0.807m.[ M - ( Eh x dh ) ] / PClculo de la Excentricidad:e=B/2 - xo < B/60.3681.50Conforme[ P x Tang( ) ] / EFSD =1.27>1.25ConformeESTUDIO EN LA SECCION B - B:Verificacin de Estabilidad:PesosBrazoMomentoP10.705.002.001.007.0000.956.650P20.005.002.000.500.0000.600.000P31.404.602.000.506.4401.7711.377P42.700.502.301.003.1051.354.192P51.404.602.150.506.9232.2315.461P60.004.602.151.000.0002.700.000P71.400.002.150.500.0002.230.000Ev0.0001.660.000P23.468M37.680M / ( E x dh )FSV =2.33>1.50Conforme[ P x 0.90 x Tang( ) ] / EFSD =1.48>1.25ConformeUbicacin de la Resultante:xo =0.916m.[ M - ( Eh x dh ) ] / PClculo de la Excentricidad:e=B/2 - xo < B/60.4341.50Conforme[ P x Tang( ) ] / EFSD =1.26>1.25ConformeESTUDIO EN LA SECCION B - B:Verificacin de Estabilidad:PesosBrazoMomentoP10.906.002.001.0010.8001.0511.340P20.006.002.000.500.0000.600.000P31.705.602.000.509.5202.0719.675P43.200.502.301.003.6801.605.888P51.705.602.150.5010.2342.6326.950P60.005.602.151.000.0003.200.000P71.700.002.150.500.0002.630.000Ev0.0001.950.000P34.234M63.852M / ( E x dh )FSV =2.35>1.50Conforme[ P x 0.90 x Tang( ) ] / EFSD =1.53>1.25ConformeUbicacin de la Resultante:xo =1.072m.[ M - ( Eh x dh ) ] / PClculo de la Excentricidad:e=B/2 - xo < B/60.528