CALCULOCLCULO DE LMITE DE CARGACOMISARA PNP BUENA
VISTATT=3.1415926536B =0.70[m]f =31.30[]ca =0.00L =1.00[m]d
=0.00[]g =1.58[kN/m3 ]Df =4.00[m]b =0.00[]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
=3.000.001817.65197Meyerhof:Los factores de formaFactores de
profundidadt/m3t/m3Nq =21.3591455458Fcs =1.4427495056Fcd
=3.0323896361.94966641.8Nc =33.4849118883Fqs = Fgs =1.2213747528Fqd
= Fgd =2.016194818Ng =19.5373652971Factor de
inclinacinkN/m3Kg/cm3Fci = Fqi =1Kp
=3.162496468519.120.0019496664Fgi =1Vesic:Los factores de
formaFactores de profundidadKg/cm2kN/m2Nq =21.3591455458Fcs
=1.4465116089Fcd =1.03976175530.2524.516625Nc =33.4849118883Fqs
=1.4256066711Fqd =1.0882527452Ng =27.1891471577Fgs =0.72Fgd
=1t/m2t/m2D/B =5.7142857143K =0.09940438821835.462.5Factor de
inclinacinFci =1m =1.5882352941kN/m2Kg/cm2Fqi =1Af
=0.718000183.55Prodotto0Fgi =1prod1+som0F. inclin. CimentacinFatt.
d'inclin. Terrenobc =1gc =1bq = bg =1gq =gg =1Hansen:Los factores
de formaFactores de profundidadNq =21.3591455458sc =1.4465116089dc
=1.0397617553Nc =33.4849118883sq =1.4256066711dq =1.0882527452Ng
=18.5678317777sg =0.72dg =1D/B =5.7142857143K =0.0994043882qo <
qo tgd + Af caFactor de inclinacin0ic =1Af =0.7iq =1prod somm0b
< = f0ig =1F. inclin. CimentacinFatt. d'inclin.
TerrenoVerifica00iq, ig > 00bc =1gc =1bq =1gq =gg =1b + h < =
900bg =1Terzaghi:Los factores de formaNq =25.282Tipo de la
Cimentacinsc =1.3fiNcNqNgRectangular2Nc =40.411Quadratesg
=0.805.1410CuadradaNg
=31.58315.9971.1050.073Circular26.31.220.155LEGENDA:36.621.3470.24646.9681.4870.348B
=Ancho de la cimentacin57.3371.6420.462L =Longitud de la
cimentacin67.731.8120.591Df =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 segun
Meyerhoff:2423.36111.40111.043[ kN/m2][ kN][
kN/m2]2525.13512.7212.796qult =359.02q =251.32Qamm
=119.672627.08514.2114.837[ t/m2][ t ][
t/m2]2729.23615.89617.218qult =36.61q =25.63Qamm
=12.202831.61217.80820.001[ Kg/cm2][ Kg ][
Kg/cm2]2934.24219.98123.26qult =3.66q =2.56Qamm
=1.223037.16222.45627.0843140.41125.28231.583Capacidad portante
segn Vesic:3244.03628.51736.888[ kN/m2][ kN][
kN]3348.0932.2343.159qult =216.28q =151.39Qamm
=72.093452.63736.50450.594[ t/m2][ t ][
t/m2]3557.75441.4459.433qult =22.05q =15.44Qamm
=7.353663.52847.15669.975[ Kg/cm2][ Kg ][
Kg/cm2]3770.06753.79982.588qult =2.21q =1.54Qamm
=0.743877.49561.54697.7333985.96670.614115.984Capacidad portante
segn Hansen:4095.66381.271138.067[ kN/m2][ kN][
kN/m2]41106.80793.846164.897qult =218.69q =153.08Qamm
=72.9042119.669108.75197.639[ t/m2][ t ][
t/m2]43134.58126.498237.788qult =22.30q =15.61Qamm
=7.4344151.95147.736287.266[ Kg/cm2][ Kg ][
Kg/cm2]45172.285173.285348.57qult =2.23q =1.56Qamm =0.74Capacidad
portante segn Terzaghi:[ kN/m2][ kN][ kN/m2]qult =173.75q
=121.63Qamm =57.92[ t/m2][ t ][ t/m2]qult =17.72q =12.40Qamm =5.91[
Kg/cm2][ Kg ][ Kg/cm2]qult =1.77q =1.24Qamm =0.59La plantilla excel
calcula la capacidad portante de una cimentacin superficial,
utilizando los mtodos de Meyerhof, Vesic, Hansen y Terzaghi. La
operacin es bastante simple solo hay que introducir los datos
necesarios en las celdas de color amarillo y seleccionar el tipo de
fundacin, en el caso propuesto por Terzaghi, y esperar los
resultados. Es una hoja de calculo muy simple y ademas
ofrececlculosen varias unidades, hay que tomar en cuenta que los
coeficientes que se ingresan no se usan en todos losmtodoseso
depende delmtodoy del tipo decimentacin, por ejemplo en elmtodode
Tezaghi no esnecesariolainclinacinde la carga ya que estemtodosolo
analiza cargas verticales; para los usuarios mas avanzadosestnlas
cimentaciones inclinadas sobre las taludes. Ademas hay que tener en
cuenta que los coeficientes de las formulasvaransegnlos autores de
los libros, este hoja trae algunos cambios en
algunoscoeficientecomparados con el libroPrincipiosde ingeniera de
Cimentaciones de Braja M. Das
&R&8Dott. Geol. F. CETRAROIntroduzca losdatos
necesariosen las clulasdeamarilloInclinazione 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 Carico
PRESENTACIONCLCULO DE LMITE DE CARGAB =0.70[m]f =31.30[]ca
=0.00L =1.00[m]d =0.00[]g =1.58[kN/m3 ]D =4.00[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 =21.3591455458Nq
=21.3591455458Nq =21.3591455458Nq =25.282Nc =33.4849118883Nc
=33.4849118883Nc =33.4849118883Nc =40.411Ng =19.5373652971Ng
=27.1891471577Ng =18.5678317777Ng =31.583Factor de formaFactor de
formaFactor de formaFactor de formasc =1.4427495056sc
=1.4465116089sc =1.4465116089sc =1.3sq = sg =1.2213747528sq
=1.4256066711sq =1.4256066711sg =0.8sg =0.72sg =0.72LEYENDAFactores
de profundidadFactores de profundidadFactores de profundidadB
=Ancho de la cimentacindc =3.032389636dc =1.0397617553dc
=1.0397617553L =Longitud de la cimentacindq = dg =2.016194818dq
=1.0882527452dq =1.0882527452D =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 =3.1624964685F. 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
=3.66qult =2.21qult =2.23qult =1.77[ k/cm2]q =25.63q =15.44q
=15.61q =12.40[ t]Qamm =1.22Qamm =0.74Qamm =0.74Qamm =0.59[
k/cm2]
Software FREEWAREElaborato da:Dott. Geol. F.
CETRAROe-mail:[email protected]
Traducido por:
www.civilgeeks.com
zapata cuadradaANALISIS DE CAPACIDAD ULTIMA CIMENTACION
SUPERFICIAL ZAPATAS CUADRADASDATOS GENERALESAngulo de friccinf
=31.3[]Cohesinc =0[kn/m]Peso especifico del suelo por encima del
nivel de cimentaciong =1.58[kN/m3 ]Peso especifico del suelo por
debajo del nivel de cimentaciong' =1.58[kN/m3 ]Factor de
seguridadFS=3FormaFactores de Capacidad de CargaFactores de FormaNq
=Nc =Ng =sc =sq =sg
=Cuadrada21.359145545833.484911888327.18914715771.44651160891.42560667110.72Tipo
de CimentacinProfundidad Df (m)Ancho (m)qult (k/cm)Qamm =
(k/cm)Zapata
Cuadrada4.001.008.612.874.501.0011.543.855.001.0014.514.844.001.208.592.564.501.2011.53.835.001.2014.444.81CALCULO
DE ASENTAMIENTOSTipo de CimentacinDf (m)B (m)Qadm (t/m2)S (cm)
RigidaS (cm) flexible centroS (cm) flexible esquinaS (cm) flexible
medioS (cm) RigidaS (cm) flexible centroS (cm) flexible esquinaS
(cm) flexible medioZapata
Cuadrada4.001.0028.701.151.580.791.34Us0.34.501.0038.501.552.111.061.79Lf8211256955.001.0048.401.952.661.332.25Es1427.64.001.2025.601.241.690.841.434.501.2038.301.852.521.262.145.001.2048.102.323.171.582.692855.211427.6050.0101971621
zapata rectangularANALISIS DE CAPACIDAD ULTIMA CIMENTACION
SUPERFICIAL ZAPATAS RECTANGULARESDATOS GENERALESAngulo de friccinf
=41.46[]Angulo de friccin corregidof =30.49[]Cohesinc =0[kn/m]Peso
especifico del suelo por encima del nivel de cimentaciong
=1.58[kN/m3 ]Peso especifico del suelo por debajo del nivel de
cimentaciong' =1.58[kN/m3 ]Factor de seguridadFS=3FormaFactores de
Capacidad de CargaFactores de FormaNq =Nc =Ng =sc =sq =sg
=Rectangular21.359145545833.484911888327.18914715771.44651160891.42560667110.72Tipo
de CimentacinProfundidad Df (m)Ancho (m)qult (k/cm)Qamm =
(k/cm)Zapata
Rectangular4.000.705.831.944.500.707.822.615.000.709.863.294.000.805.821.944.500.807.692.65.000.809.813.27CALCULO
DE ASENTAMIENTOSTipo de CimentacinDf (m)B (m)Qadm (t/m2)S (cm)
RigidaS (cm) flexible centroS (cm) flexible esquinaS (cm) flexible
medioS (cm) RigidaS (cm) flexible centroS (cm) flexible esquinaS
(cm) flexible
medioRectangular4.000.7019.401.401.690.851.50Us0.34.500.7026.101.882.281.142.02Lf2102541272255.000.7032.902.372.871.432.54Es1427.64.000.8019.401.601.930.971.714.500.8026.002.142.591.302.295.000.8032.702.693.261.632.8910
Attribute VB_Name = "Mdulo1"Sub Quitar_contrasea()Dim a As
Integer, b As Integer, c As IntegerDim d As Integer, e As Integer,
f As IntegerDim a1 As Integer, a2 As Integer, a3 As IntegerDim a4
As Integer, a5 As Integer, a6 As IntegerOn Error Resume NextFor a =
65 To 66: For b = 65 To 66: For c = 65 To 66For d = 65 To 66: For e
= 65 To 66: For a1 = 65 To 66For a2 = 65 To 66: For a3 = 65 To 66:
For a4 = 65 To 66For a5 = 65 To 66: For a6 = 65 To 66: For f = 32
To 126Contrasea = Chr(a) & Chr(b) & Chr(c) & Chr(d)
& Chr(e) & Chr(a1) _& Chr(a2) & Chr(a3) &
Chr(a4) & Chr(a5) & Chr(a6) &
Chr(f)ActiveSheet.Unprotect ContraseaIf ActiveSheet.ProtectContents
= False ThenMsgBox "Enorabuena!" & vbCr & "Se ha quitado la
contrasea:" & vbCr & ContraseaExit SubEnd IfNext: Next:
Next: Next: Next: NextNext: Next: Next: Next: Next: NextEnd Sub
Attribute VB_Name = "Hoja1"Attribute VB_Base =
"0{00020820-0000-0000-C000-000000000046}"Attribute
VB_GlobalNameSpace = FalseAttribute VB_Creatable = FalseAttribute
VB_PredeclaredId = TrueAttribute VB_Exposed = TrueAttribute
VB_TemplateDerived = FalseAttribute VB_Customizable = True
Attribute VB_Name = "ThisWorkbook"Attribute VB_Base =
"0{00020819-0000-0000-C000-000000000046}"Attribute
VB_GlobalNameSpace = FalseAttribute VB_Creatable = FalseAttribute
VB_PredeclaredId = TrueAttribute VB_Exposed = TrueAttribute
VB_TemplateDerived = FalseAttribute VB_Customizable = True
Attribute VB_Name = "Hoja2"Attribute VB_Base =
"0{00020820-0000-0000-C000-000000000046}"Attribute
VB_GlobalNameSpace = FalseAttribute VB_Creatable = FalseAttribute
VB_PredeclaredId = TrueAttribute VB_Exposed = TrueAttribute
VB_TemplateDerived = FalseAttribute VB_Customizable = True
