CALCULOCLCULO DE LMITE DE CARGATT=3.1415926536B =1.00[m]f =30.00[]ca =0.00L =1.00[m]d =0.00[]g =18.00[kN/m3 ]D =1.50[m]b =20.00[]qv =0.00[ kN/m2]Convertitore:q =0ecc.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 =3.000Meyerhof:Los factores de formaFactores de profundidadt/m3t/m3Nq =18.4011222187Fcs =1.6Fcd =1.519615242300Nc =30.1396277915Fqs = Fgs =1.3Fqd = Fgd =1.2598076211Ng =15.668040821Factor de inclinacinkN/m3Kg/cm3Fci = Fqi =0.6049382716Kp =30Fgi =0.1111111111Vesic:Los factores de formaFactores de profundidadKg/cm2kN/m2Nq =18.4011222187Fcs =1.6105291793Fcd =1.0104695840Nc =30.1396277915Fqs =1.5773502692Fqd =1.0226673144Ng =22.4024862711Fgs =0.6Fgd =1t/m2t/m2D/B =1.5K =0.026173960100Factor de inclinacinFci =1m =1.5kN/m2Kg/cm2Fqi =1Af =10Prodotto0Fgi =1prod1+som0F. inclin. CimentacinFatt. d'inclin. Terrenobc =1gc =0.8639455782bq = bg =1gq =gg =0.4045338629Hansen:Los factores de formaFactores de profundidadNq =18.4011222187sc =1.6105291793dc =1.010469584Nc =30.1396277915sq =1.5773502692dq =1.0226673144Ng =15.0698138958sg =0.6dg =1D/B =1.5K =0.0261739601qo < qo tgd + Af caFactor de inclinacin0ic =1Af =1iq =1prod somm0b < = f0ig =1F. inclin. CimentacinFatt. d'inclin. TerrenoVerifica00iq, ig > 00bc =1gc =0.8639455782bq =1gq =gg =0.3662739451b + h < = 900bg =1Terzaghi:Los factores de formaNq =22.456Tipo de la Cimentacinsc =1.3fiNcNqNgRectangular2Nc =37.162Quadratesg =0.805.1410CuadradaNg =27.08415.9971.1050.073Circular26.31.220.155LEGENDA: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 =1044.63q =1044.63Qamm =348.212627.08514.2114.837[ t/m2][ t ][ t/m2]2729.23615.89617.218qult =106.52q =106.52Qamm =3.552831.61217.80820.001[ Kg/cm2][ Kg ][ Kg/cm2]2934.24219.98123.26qult =10.65q =106520.59Qamm =3.553037.16222.45627.0843140.41125.28231.583Capacidad portante segn Vesic:3244.03628.51736.888[ kN/m2][ kN][ kN]3348.0932.2343.159qult =326.93q =326.93Qamm =108.983452.63736.50450.594[ t/m2][ t ][ t/m2]3557.75441.4459.433qult =33.34q =33.34Qamm =1.113663.52847.15669.975[ Kg/cm2][ Kg ][ Kg/cm2]3770.06753.79982.588qult =3.33q =33336.86Qamm =1.113877.49561.54697.7333985.96670.614115.984Capacidad portante segn Hansen:4095.66381.271138.067[ kN/m2][ kN][ kN/m2]41106.80793.846164.897qult =297.90q =297.90Qamm =99.3042119.669108.75197.639[ t/m2][ t ][ t/m2]43134.58126.498237.788qult =30.38q =30.38Qamm =1.0144151.95147.736287.266[ Kg/cm2][ Kg ][ Kg/cm2]45172.285173.285348.57qult =3.04q =30376.82Qamm =1.01Capacidad portante segn Terzaghi:[ kN/m2][ kN][ kN/m2]qult =801.32q =801.32Qamm =267.11[ t/m2][ t ][ t/m2]qult =81.71q =81.71Qamm =2.72[ Kg/cm2][ Kg ][ Kg/cm2]qult =8.17q =81710.27Qamm =2.72

&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 =30.00[]ca =0.00L =1.00[m]d =0.00[]g =18.00[kN/m3 ]D =1.50[m]b =20.00[]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 =18.4011222187Nq =18.4011222187Nq =18.4011222187Nq =22.456Nc =30.1396277915Nc =30.1396277915Nc =30.1396277915Nc =37.162Ng =15.668040821Ng =22.4024862711Ng =15.0698138958Ng =27.084Factor de formaFactor de formaFactor de formaFactor de formasc =1.6sc =1.6105291793sc =1.6105291793sc =1.3sq = sg =1.3sq =1.5773502692sq =1.5773502692sg =0.8sg =0.6sg =0.6LEYENDAFactores de profundidadFactores de profundidadFactores de profundidadB =Ancho de la cimentacindc =1.5196152423dc =1.010469584dc =1.010469584L =Longitud de la cimentacindq = dg =1.2598076211dq =1.0226673144dq =1.0226673144D =Profundidad de la cimentacindg =1dg =1ecc.B =Excentricidad en Becc.L =Excentricidad en LFactor de inclinacinFactor de inclinacinFactor de inclinacinf =Angulo de friccinic = iq =0.6049382716ic =1ic =1d =A. inclinacion del terreno de fundacin.ig =0.1111111111iq =1iq =1b =A. inclinacin de la cargaig =1ig =1h =Inclinacin de la cimentacinc =CohesinKp =3F. 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 =0.8639455782gc =0.8639455782FS =Factor de seguridadgq =gg =0.4045338629gq =gg =0.3662739451q =Capacidad portanteCapacit Portante:Capacit Portante:Capacit Portante:Capacit Portante:qult =1044.63qult =326.93qult =297.90qult =801.32[ kN/m2]q =1044.63q =326.93q =297.90q =801.32[ kN]Qamm =348.21Qamm =108.98Qamm =99.30Qamm =267.11[ kN/m2]

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

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