CALCULOCLCULO DE CAPACIDAD PORTANTE- AA.HH LOS CEDROSTT=3.1415926536B =1.00[m]f =32.00[]ca =0.00L =1.00[m]d =0.00[]g =23.24[kN/m3 ]D =1.50[m]b =0.00[]qv =0.00[ kN/m2]Convertidor:ecc.B =0.00[m]h =0.00[]qh =0.00[ kN/m2]Kg/cm3kN/m3ecc.L =0.00[m]c =0.00[ kN/m2]FS =3.000.0023723.2417605Meyerhof:Los factores de formaFactores de profundidadt/m3t/m3Nq =23.176776207Fcs =1.6509176607Fcd =1.541214326602.37Nc =35.4902607069Fqs = Fgs =1.3254588303Fqd = Fgd =1.2706071633Ng =22.0224910323Factor de inclinacinkN/m3Kg/cm3Fci = Fqi =1Kp =3.25458830330Fgi =1Vesic:Los factores de formaFactores de profundidadKg/cm2kN/m2Nq =23.176776207Fcs =1.6530460962Fcd =1.0104695840Nc =35.4902607069Fqs =1.6248693519Fqd =1.0235249995Ng =30.2146529595Fgs =0.6Fgd =1t/m2t/m2D/B =1.5K =0.026173960100Factor de inclinacinFci =1m =1.5kN/m2Kg/cm2Fqi =1Af =10Fgi =1F. inclin. CimentacinFatt. d'inclin. Terrenobc =1gc =1bq = bg =1gq =gg =1Hansen:Los factores de formaFactores de profundidadNq =23.176776207sc =1.6530460962dc =1.010469584Nc =35.4902607069sq =1.6248693519dq =1.0235249995Ng =20.7863816639sg =0.6dg =1D/B =1.5K =0.0261739601qo < qo tgd + Af caFactor de inclinacin0ic =1Af =1iq =1b < = f0ig =1F. inclin. CimentacinFatt. d'inclin. Terrenoiq, ig > 00bc =1gc =1bq =1gq =gg =1b + h < = 900bg =1Terzaghi:Los factores de formaNq =28.517Tipo de la Cimentacinsc =1.32Nc =44.036Quadratesg =0.8Ng =36.888LEGENDA:36.621.3470.24646.9681.4870.348B =Ancho de la cimentacin57.3371.6420.462L =Longitud de la cimentacin67.731.8120.591D =Profundidad de la cimentacin78.1512.0010.737ecc.B =Excentricidad en B88.6022.2090.902ecc.L =Excentricidad en L99.0862.4391.089f =Angulo de friccin109.6052.6941.303d =A. inclinacion del terreno de fundacin.1110.1632.9751.546b =A. inclinacin de la carga1210.7633.2881.823h =Inclinacin de la cimentacin1311.413.6342.14c =Cohesin1412.1084.0192.503ca =Adhesin a la base de la fundacin1512.8614.4462.919g =Peso especifico del suelo1613.6764.9223.396qv =Comp. Vertical de la carga1714.5595.4513.945qh =Comp. Horizontal de la carga1815.5176.0424.576Kp =Coeficiente de empuje pasivo1916.5586.7015.304Af =Area efectiva de la cimentacin2017.697.4396.143FS =Factor de seguridad2118.9258.2647.113q =Capacidad portante2220.2729.198.2342321.74610.2319.534Capacit portante secondo Meyerhoff:2423.36111.40111.043[ kN/m2][ kN][ kN/m2]2525.13512.7212.796qult =1791.79q =1791.79Qamm =597.262627.08514.2114.837[ t/m2][ t ][ t/m2]2729.23615.89617.218qult =182.71q =182.71Qamm =6.092831.61217.80820.001[ Kg/cm2][ Kg ][ Kg/cm2]2934.24219.98123.26qult =18.27q =182709.32Qamm =6.093037.16222.45627.0843140.41125.28231.583Capacidad portante segn Vesic:3244.03628.51736.888[ kN/m2][ kN][ kN]3348.0932.2343.159qult =1352.85q =1352.85Qamm =450.953452.63736.50450.594[ t/m2][ t ][ t/m2]3557.75441.4459.433qult =137.95q =137.95Qamm =4.603663.52847.15669.975[ Kg/cm2][ Kg ][ Kg/cm2]3770.06753.79982.588qult =13.80q =137950.19Qamm =4.603877.49561.54697.7333985.96670.614115.984Capacidad portante segn Hansen:4095.66381.271138.067[ kN/m2][ kN][ kN/m2]41106.80793.846164.897qult =1360.67q =1360.67Qamm =453.5642119.669108.75197.639[ t/m2][ t ][ t/m2]43134.58126.498237.788qult =138.75q =138.75Qamm =4.6244151.95147.736287.266[ Kg/cm2][ Kg ][ Kg/cm2]45172.285173.285348.57qult =13.87q =138747.92Qamm =4.62Capacidad portante segn Terzaghi:[ kN/m2][ kN][ kN/m2]qult =1337.11q =1337.11Qamm =445.70[ t/m2][ t ][ t/m2]qult =136.35q =136.35Qamm =4.54[ Kg/cm2][ Kg ][ Kg/cm2]qult =13.63q =136345.59Qamm =4.54

&R&8Dott. Geol. F. CETRAROInclinazione TerrenoInclinazione fondazioneInclinazione TerrenoInclinazione fondazioneAngolo d'attrito terreno fondazioneAngolo d'attrito internoCoesionePeso di volume del terrenoAdhesin a la base de la fundacinComponente verticale CaricoFattore di sicurezzaEccentricit in BEccentricit in LProfondit fondaleLunghezza fondaleLarghezza fondaleComponente verticale CaricoIntroduzca losdatos necesariosen las clulasdeamarillo

PRESENTACIONCLCULO DE LMITE DE CARGAB =1.00[m]f =32.00[]ca =0.00L =1.00[m]d =0.00[]g =23.24[kN/m3 ]D =1.50[m]b =0.00[]qv =0.00[ kN/m2]ecc.B =0.00[m]h =0.00[]qo =0.00[ kN/m2]ecc.L =0.00[m]c =0.00[ kN/m2]FS =3.00Meyerhof:Vesic:Hansen:Terzaghi:Nq =23.176776207Nq =23.176776207Nq =23.176776207Nq =28.517Nc =35.4902607069Nc =35.4902607069Nc =35.4902607069Nc =44.036Ng =22.0224910323Ng =30.2146529595Ng =20.7863816639Ng =36.888Factor de formaFactor de formaFactor de formaFactor de formasc =1.6509176607sc =1.6530460962sc =1.6530460962sc =1.3sq = sg =1.3254588303sq =1.6248693519sq =1.6248693519sg =0.8sg =0.6sg =0.6LEYENDAFactores de profundidadFactores de profundidadFactores de profundidadB =Ancho de la cimentacindc =1.5412143266dc =1.010469584dc =1.010469584L =Longitud de la cimentacindq = dg =1.2706071633dq =1.0235249995dq =1.0235249995D =Profundidad de la cimentacindg =1dg =1ecc.B =Excentricidad en Becc.L =Excentricidad en LFactor de inclinacinFactor de inclinacinFactor de inclinacinf =Angulo de friccinic = iq =1ic =1ic =1d =A. inclinacion del terreno de fundacin.ig =1iq =1iq =1b =A. inclinacin de la cargaig =1ig =1h =Inclinacin de la cimentacinc =CohesinKp =3.2545883033F. inclin. CimentacinF. inclin. Cimentacinca =Adhesin a la base de la fundacinbc =1bc =1g =Peso especifico del suelobq = bg =1bq =1qv =Comp. Vertical de la cargabg =1qh =Comp. Horizontal de la cargaKp =Coeficiente de empuje pasivoF. d'inclin. TerrenoF. d'inclin. TerrenoAf =Area efectiva de la cimentacingc =1gc =1FS =Factor de seguridadgq =gg =1gq =gg =1q =Capacidad portanteCapacit Portante:Capacit Portante:Capacit Portante:Capacit Portante:qult =1791.79qult =1352.85qult =1360.67qult =1337.11[ kN/m2]q =1791.79q =1352.85q =1360.67q =1337.11[ kN]Qamm =597.26Qamm =450.95Qamm =453.56Qamm =445.70[ kN/m2]

Software FREEWAREElaborato da:Dott. Geol. F. CETRAROe-mail:geol-faustino@libero.it

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