Hoja1DISEO DE MUROS DE CONTENCION REFORZADOS CON GEOSINTETICOS

DATOS PARA DISEO:

GEOMETRIA DEL MURO:

ALTURA MAXIMA DEL MURO =12mtsBASE DEL MURO =10.20mtsLONGITUD TOTAL DEL MURO =200mtsINCLINACION DEL MURO =0grados

CARACTERISTICAS DEL MATERIAL DE RELLENO PARA EL MURO

CARACTERISTICAS DEL MATERIAL DEL TERRENO A CONTENER

CARACTERISTICAS DEL MATERIAL DEL TERRENO DE CIMENTACIONc' =1ton/m2F' =26gradosLL =40LP =23% Finos =27%gnat =1.7ton/m3EVALUACION DE CARGAS

q =1.38ton/m2cargas uniformemente distribuidasQp =2.28ton Carga vehicularQpa =tonCarga puntual adicionalQL = ton/m Carga lineal

Calculo de distrubucion de cargas con respecto a la profundidad:

Dist entre ejes =1.40mtsX2 =1.90mtsF2 =36.30gradosX4 =2.30mtsF4 =31.88gradosX6 =3.75mtsF6 =20.47gradosX8 =4.15mtsF8 =18.64grados

ZX2X4X6X8nsHs'1Hs'2Hs'3Hs'4HSs0.001.902.303.754.150.000.000.000.000.000.000.00-0.501.902.303.754.150.040.00181922710.00106984660.00121876710.00160.00160.0127138745-1.001.902.303.754.150.080.00661686050.003890.00440.00560.00580.0462426791-1.501.902.303.754.150.130.01278766940.007520.00860.01090.01120.0893680758-2.001.902.303.754.150.170.01859924430.010940.01250.01590.01630.1299829253-2.501.902.303.754.150.210.02286531940.013450.01530.01950.02010.159796874-3.001.902.303.754.150.250.02515477040.014790.01690.02150.02210.1757969614-3.501.902.303.754.150.290.02562338390.015070.01720.02190.02250.1790719202-4.001.902.303.754.150.330.02471985540.014540.01660.02110.02170.1727575087-4.501.902.303.754.150.380.02294656280.013490.01540.01960.02010.1603646523-5.001.902.303.754.150.420.02072938330.012190.01390.01770.01820.1448696429-5.501.902.303.754.150.460.01837568720.010810.01230.01570.01610.1284205706-6.001.902.303.754.150.500.01608121380.009460.01080.01370.01410.1123853833-6.501.902.303.754.150.540.01395539320.008210.00930.01190.01220.0975288458-7.001.902.303.754.150.580.01204842660.007090.00810.01030.01060.084201794-7.501.902.303.754.150.630.01037343630.006100.00690.00890.00910.0724959341-8.001.902.303.754.150.670.00892233850.005250.00600.00760.00780.0623547732-8.501.902.303.754.150.710.00767628770.004510.00510.00660.00670.0536466056-9.001.902.303.754.150.750.00661209920.003890.00440.00560.00580.0462094038-9.501.902.303.754.150.790.00570594850.003360.00380.00490.00500.0398766675-10.001.902.303.754.150.830.00493533230.002900.00330.00420.00430.0344911289-10.501.902.303.754.150.880.00427997530.002520.00290.00370.00380.0299110922-11.001.902.303.754.150.920.00372212880.002190.00250.00320.00330.0260125189-11.501.902.303.754.150.960.00324653870.001910.00220.00280.00280.0226888032-12.001.902.303.754.151.000.0028402490.001670.00190.00240.00250.0198494019-12.501.902.303.754.151.040.00249233950.001470.00170.00210.00220.0174179966-13.001.902.303.754.151.080.00219364820.001290.00150.00190.00190.015330559-13.501.902.303.754.151.130.0019365090.001140.00130.00170.00170.0135335125-14.001.902.303.754.151.170.00171451440.001010.00110.00150.00150.0119820784-14.501.902.303.754.151.210.00152230970.000900.00100.00130.00130.0106388335-15.001.902.303.754.151.250.00135541640.000800.00090.00120.00120.0094724807

Analisis de estabilidad interna del Muro.

Datos del material de relleno del muroc' =1.40ton/m2Ka =0.3333443011F' =30.00gradosgmax1.90ton/m3gnat1.78ton/m3

Datos del Material de Refuerzo

Numero de materiales a emplear:

Tult =4.10t/mTadm =1.55t/md =24gradosTult =6.60t/mTadm =2.50t/mtan d =0.445Tult =11.40t/mTadm =4.75t/m

Calculo de espesores y longitudes de capa

zSv calcSv pLeLe minLgLLoL calcL a usarLt0.501.550.40.11136534561.006.647.641.009.049.611.001.001.090.40.13039274871.006.357.351.008.759.611.001.500.830.40.14455863811.006.067.061.008.469.611.002.000.670.40.15474469071.005.776.771.008.179.611.002.500.570.40.16171273551.005.496.491.007.899.611.003.000.490.40.16626813881.005.206.201.007.609.611.003.500.440.40.16916590341.004.915.911.007.319.611.004.000.400.40.17101561791.004.625.621.007.029.611.004.500.580.50.21531493871.004.335.331.006.839.611.105.000.540.50.21644396521.004.045.041.006.549.611.105.500.500.50.21736377581.003.754.751.006.259.611.106.000.470.50.21818700321.003.464.461.005.969.611.106.500.440.50.21896910851.003.184.181.005.689.611.107.000.410.40.17578683081.002.893.891.005.299.611.007.500.390.50.22048721241.002.603.601.005.109.611.108.000.690.50.22122941031.002.313.311.004.819.611.108.500.660.50.22195654871.002.023.021.004.529.611.109.000.620.50.22266455471.001.732.731.004.239.611.109.500.600.50.22334991561.001.442.441.003.949.611.1010.000.570.50.22401003791.001.152.151.003.659.611.1010.500.540.40.17971461681.000.871.871.003.279.611.0011.000.520.40.18019903231.000.581.581.002.989.611.0011.500.500.40.18066114771.000.291.291.002.699.611.0012.000.480.40.18110123521.000.001.001.002.409.611.00

Analisis de estabilidad externa

Estabilidad al deslizamiento

sv = 22.74ton/m2t =11.5256517387ton/m2Fza cortante =117.5616477347ton/m

Determinacion de las fuerzas horizontales actuantes.

Relleno de Muro

Pa =42.721ton/mSobrecarga =5.520ton/mCargas Vivas =0.143ton/m

Factor de seguridad al deslizamiento

FSD =2.430CUMPLE

Estabilidad al Volcamiento

Determinacion de momentos resistentes.

Momento generado por la sobrecarga

MSC =71.7876T.m/m

Momento generado por peso propio del muro

MPM =1111.15T.m/m

Determinacion de los momentos Actuantes.

Momento Generado por la presion lateral de la tierra

MPT =170.8856225062T.m/m

Momento Generado por la sobre carga:

MSC =33.1210897587T.m/m

Momento generado por las cargas vivas

MCV = 0.9405T.m/m

Factor de seguridad al volcamiento

FSv =5.772CUMPLECapacidad de CargaDatos:Df =1mtsNc =22.25Nq =11.85Ng =12.54sutl =151.12ton/m2

Sv =268.344tone =1.46mtssmax =48.83ton/m2smin =3.78ton/m2FSCC =3.0946091794CUMPLECalculos de estabilidad bajo cargas dinamicas

a =0angulo de inclinacion del murob =11.94inclinacion de la superficie del suelo retenidod =20.8angulo de friccion suelo - geotextilf' =26angulo de friccion interna del materialah =0.2coeficiente sismico horizontalav =0.02coeficiente sismico vertical

Y =11.53DA =2.368Kas =0.478

Estabilidad al deslizamiento en condiciones dinamicas

Fuerza resistente por profundidad de cimentacion

FP =2.18ton/m

Determinacion de las fuerzas horizontales actuantes.

Relleno de Muro

Pa =61.297ton/mSobrecarga =7.920ton/mCargas Vivas =0.143ton/m

Factor de seguridad al deslizamiento

FSD =1.726CUMPLE

Determinacion de los momentos Actuantes.

Momento Generado por la presion lateral de la tierra

MPT =245.1897901719T.m/m

Momento Generado por la sobre carga:

MSC =47.5227402347T.m/m

Momento generado por las cargas vivas

MCV = 0.9405T.m/m

Factor de seguridad al volcamiento

FSv =4.028CUMPLE

CALCULO DE ESFUERZOSProfundidad ZsPSsSCsCVsh0.000.000.000.4600.0000.46-0.500.500.300.4600.0130.77-1.001.000.590.4600.0461.10-1.501.500.890.4600.0891.44-2.002.001.190.4600.1301.78-2.502.501.480.4600.1602.10-3.003.001.780.4600.1762.42-3.503.502.080.4600.1792.72-4.004.002.370.4600.1733.01-4.504.502.670.4600.1603.29-5.005.002.970.4600.1453.57-5.505.503.260.4600.1283.85-6.006.003.560.4600.1124.13-6.506.503.860.4600.0984.41-7.007.004.150.4600.0844.70-7.507.504.450.4600.0724.98-8.008.004.750.4600.0625.27-8.508.505.040.4600.0545.56-9.009.005.340.4600.0465.85-9.509.505.640.4600.0406.14-10.0010.005.930.4600.0346.43-10.5010.506.230.4600.0306.72-11.0011.006.530.4600.0267.01-11.5011.506.820.4600.0237.31-12.0012.007.120.4600.0207.60-12.5012.507.420.4600.0177.89-13.0013.007.710.4600.0158.19-13.5013.508.010.4600.0148.48-14.0014.008.310.4600.0128.78-14.5014.508.600.4600.0119.07-15.0015.008.900.4600.0099.37

CALCULO DE REFUERZOSProfundidad ZshSvLgLeTadm =2.5t/m0.000.464.185.340.89Fsg =1.3(se sugiere usar valores entre 1.3 y 1.5)0.500.772.505.120.701.001.101.754.900.571.501.441.344.680.482.001.781.084.450.422.502.100.914.230.373.002.420.804.010.333.502.720.713.780.304.003.010.643.560.274.503.290.583.340.255.003.570.543.120.235.503.850.502.890.226.004.130.472.670.206.504.410.442.450.197.004.700.412.230.187.504.980.392.000.178.005.270.361.780.168.505.560.351.560.159.005.850.331.340.159.506.140.311.110.1410.006.430.300.890.1310.506.720.290.670.1311.007.010.270.450.1211.507.310.260.220.1212.007.600.250.000.1112.507.890.24-0.220.1113.008.190.23-0.450.1113.508.480.23-0.670.1014.008.780.22-0.890.1014.509.070.21-1.110.1015.009.370.21-1.340.09

PROPUESTA DEFINITIVAProfundidad ZshSvLgLeLe minLo minLt0.000.460.4010.000.091.001.0012.400.500.770.4010.000.111.001.0012.401.001.100.4010.000.131.001.0012.401.501.440.4010.000.141.001.0012.402.001.780.4010.000.151.001.0012.402.502.100.4010.000.161.001.0012.403.002.420.4010.000.171.001.0012.403.502.720.4010.000.171.001.0012.404.003.010.4010.000.171.001.0012.404.503.290.4010.000.171.001.0012.405.003.570.4010.000.171.001.0012.405.503.850.4010.000.171.001.0012.406.004.130.4010.000.171.001.0012.406.504.410.4010.000.181.001.0012.407.004.700.4010.000.181.001.0012.407.504.980.4010.000.181.001.0012.408.005.270.4010.000.181.001.0012.408.505.560.4010.000.181.001.0012.409.005.850.4010.000.181.001.0012.409.506.140.4010.000.181.001.0012.4010.006.430.4010.000.181.001.0012.4010.506.720.3010.000.131.001.0012.3011.007.010.4010.000.181.001.0012.4011.507.310.4010.000.181.001.0012.4012.007.600.4010.000.181.001.0012.4012.507.890.4010.000.181.001.0012.4013.008.190.4010.000.181.001.0012.4013.508.480.4010.000.181.001.0012.4014.008.780.2010.000.091.001.0012.2014.509.070.2010.000.091.001.0012.2015.009.370.2010.000.091.001.0012.20