M. contension N.F. en el 1estr MURO DE CONTENCION PARIAMARCADISEO DE UN MURO DE CONTENSION EN VOLADIZODiseo de un Muro de Contension en Voladizo.PRIMER ESTRATOSEGUNDO ESTRATOf 'cgcfyS/Cstqg11h1g22h2( Kg/cm2 )(Ton/m3 )( Kg/cm2 )( Ton/m2 )( Kg/cm2 )(Angulo Incl.)(Ton/m3 )( m )(Ton/m3 )( m )2102.4042002.50136.001.9035.002.002.0040.001.50CUANTIAFactores de Amplif.Factores de SeguridadEstrato1 mEstrato2 mRecub. r1Recub. r2Diametro gaguaN.F. (hagua)r (%)DLFSDFSVcoef. suelocoef. suelo(cm)(cm)(cm)(Ton/m3 )(m )0.401.401.701.501.750.700.704.007.501.591.002.00TIPO DE SUELO:ARCILLOSOS( USAR TABLA 1)Coef. de friccion del suelo, y limite de friccion, segn tipo de suelo (usar Tabla 1)CONDICIONf = tan Limite deCoefic.(hagua)h1N.F.coefic.a usarse(m )(m )(m )0.8390.7000.7002.002.00>2.00N.F. esta dentro de h12.50S/C(Ton/m2)t1h'1q =36.00haguag11h1N.F.hpg22h2hzt2B2B1SOLUCION1.-PREDIMENSIONAMIENTO APRIORISbh0B1(m)(m)0.72650.00001.31580.00002.-DETERMINACION DE PRESIONEScos qcos 1cos 2ka1ka20.80900.81920.76600.00000.4153PARA q = 0PRESIONES DEL TERRENO Y SOBRECARGA (TOTALES)P1P2g'1g'2he2he3P3P4P4(Ton/m2)(Ton/m2)(Ton/m3 )(Ton/m3 )(m)(m)(Ton/m2)(Ton/m2)(Ton/m2)0.000.001.201.305.2504.8460.004.935.70PARA q > 0PRESIONES DEL TERRENOPRESIONES HORIZONTALESPRESION POR SOBRECARGAP'1SUELOP'2SUELOg'2he2P'3SUELOP1 SUELOP2 SUELOP3 SUELOP4 SUELOh0P S/C(Ton/m2)(Ton/m2)(Ton/m3 )(m)(Ton/m2)(Ton/m2)(Ton/m2)(Ton/m2)(Ton/m2)(m)(Ton/m2)0.000.001.302.9233.890.000.003.153.771.31580.00PRESIONES TOTALESP1P2P3P4 SUELO(Ton/m2)(Ton/m2)(Ton/m2)(Ton/m2)0.000.000.000.00LAS PRESIONES TOTALES SERN:qPT 1PT 2PT 3PT 4(Angulo Incl.)(Ton/m2)(Ton/m2)(Ton/m2)(Ton/m2)SI36.00>0.000.000.000.000.003.-DIMENSIONAMIENTO DE LA PANTALLACALCULO DEL MOMENTO MAXIMOh'1F1F2F3F4(m)(Ton)(Ton)(Ton)(Ton)0.000.000.000.000.00y1y2y3y4(m)(m)(m)(m)0.000.000.000.50MMAXFactorMUdt2(Ton-m)(Ton-m)(cm)(cm)0.001.700.000.000.004.-VERIFICACION DE ESTABILIDADTANTEAR LOS SIGUENTES VALORES:t1t2B1B2hz(m)(m)(m)(m)(m)0.200.502.200.400.50CALCULO DE LAS FUERZASPT 1PT 2PT 3PT 4h'1H1H2H3H4H5H6HTVT(Ton/m2)(Ton/m2)(Ton/m2)(Ton/m2)(m)(Ton)(Ton)(Ton)(Ton)(Ton)(Ton)(Ton)(Ton)0.000.000.000.001.240.000.000.000.000.000.000.000.00y1y2y3y4y5y6MACT.(m)(m)(m)(m)(m)(m)(Ton-m)2.623.081.002.001.000.670.00PT 1Pesos (P)Brazo de giro (X)P*X(Ton/m2)(Ton)(m)(Ton-m)P13.121.3004.056P21.680.8001.344P31.260.5000.630W11.991.4672.926W29.861.75017.255W30.001.7500.000W45.871.75010.264WS/C4.251.7507.438VT0.002.6000.000TOTAL28.030.00FSDFSDhalladorequeridoSI0.0001.500FSVFSVhalladorequeridoSI0.0001.7505.-VERIFICANDO PRESIONES EN EL TERRENOX0eB/6(m)(m)(m)0.000.000.430PBeq1q2qmaxst(Ton)(m)(m)(Ton/m2)(Ton/m2)(Ton/m2)( Tg/m2 )28.032.600.000.000.000.00014.9006.-DISEO DE LA PANTALLACALCULO DEL MOMENTO MAXIMOF1F2F3F4y1y2y3y4MMAXFactor(Ton)(Ton)(Ton)(Ton)(m)(m)(m)(m)(Ton-m)0.000.000.000.002.372.580.750.500.001.70EN LA BASERequeridoProbar MUdECUACUON CUADRATICAASASMINAcero AS5/8NUSAR NSEPARA-(Ton-m)(cm)abc(cm2)(cm2)(cm2)Area cm2VarillasVarillasCION (m)0.0045.21444.71-170879.6300.008.140.001.980.000.000.00POR LO TANTO: =0.63pulgadaUSAR:Area =1.98cm205/8@0.00metrosDiametro =1.59cmDETERMINACION DEL PUNTO DE CORTE0.5*MUhcLcUSAR Lc(Ton-m)(m)(m)(m)0.000.000.001.60REFUERZO HORIZONTALARRIBA =0.50pulgadaRequeridoProbar "Area =1.27cm2ASMINAcero AS1/2NUSAR NSEPARA-Diametro =1.27cm(cm2)(cm2)Area cm2VarillasVarillasCION (m)USAR:3.042.031.271.602.000.8921/2@0.89metrosINTERMEDIO =0.50pulgadaRequeridoProbar "Area =1.27cm2ASMINAcero AS1/2NUSAR NSEPARA-Diametro =1.27cm(cm2)(cm2)Area cm2VarillasVarillasCION (m)USAR:6.044.031.273.184.000.2941/2@0.29metrosABAJO =0.50pulgadaRequeridoProbar "Area =1.27cm2ASMINAcero AS1/2NUSAR NSEPARA-Diametro =1.27cm(cm2)(cm2)Area cm2VarillasVarillasCION (m)USAR:9.046.031.274.765.000.2151/2@0.21metros7.-DISEO DE LA ZAPATAZAPATA ANTERIORWSWPPWU MAXMU MAXdECUACUON CUADRATICAASASMIN(Ton/m)(Ton/m)(Ton/m)(Ton-m)(cm)abc(cm2)(cm2)21.971.200.000.0041.71444.71-157649.6300.007.51 =0.63pulgadaRequeridoProbar "Area =1.98cm2Acero AS5/8NUSAR NSEPARA-Diametro =1.59cm(cm2)Area cm2VarillasVarillasCION (m)USAR:0.001.980.000.000.0005/8@0.00metrosZAPATA POSTERIORWU MAXLVMU MAXdECUACUON CUADRATICAASASMIN(Ton/m)(m)(Ton-m)(cm)abc(cm2)(cm2)32.441.700.0045.21444.71-170879.6300.008.14 =0.75pulgadaRequeridoProbar "Area =2.85cm2Acero AS3/4NUSAR NSEPARA-Diametro =1.91cm(cm2)Area cm2VarillasVarillasCION (m)USAR:0.002.850.000.000.0003/4@0.00metrosVERIFICACION POR CORTANTECOMPARACIONVUdVU / VCVU / VC(Ton)(Ton)(Ton)(Ton)(Ton)0.000.0034.72SI0.00034.720REFUERZO TRANSVERSALPOR TEMPERATURAProbar "ASMIN5/8NUSAR NSEPARA-(cm2)Area cm2VarillasVarillasCION (m)9.001.984.555.000.23 =0.63pulgadaPOR LO TANTO:Area =1.98cm2USAR:Diametro =1.59cm55/8@0.23metrosPOR MONTAJEProbar "ASMIN5/8NUSAR NSEPARA-(cm2)Area cm2VarillasVarillasCION (m)57.151.982.893.000.47 =0.63pulgadaPOR LO TANTO:Area =1.98cm2USAR:Diametro =1.59cm35/8@0.47metrosDIMENSIONAMIENTO FINAL DE LA PANTALLA0.20g112.003.50g221.500.500.500.402.20REFUERZO LONGITUDINAL EN LA PANTALLA(POR METRO LINEAL)05/8@0.00metrosLc =1.60REFUERZO HORIZONTALARRIBA21/2@0.89metrosINTERMEDIO41/2@0.29metrosABAJO51/2@0.21metrosDISEO DE LA ZAPATAPOR METRO LINEALZAPATA ANTERIORZAPATA POSTERIOR05/8@0.00metros03/4@0.00metros1.00ZAPATA ANTERIORZAPATA POSTERIOR

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MBD00045E40.unknown

MBD001140A4.unknown

MBD0009D7D0.unknown