.

TEORIA DE MEYERHOF

ECUACION GENERAL

Falla por corte GeneralFalla por corte Local

C =0.00Tn/m2C' =0.00Tn/m2 =30.00Grados0.52Rad.' =21.05Grados0.37Rad.tan() =0.58ex =0.00m.tan()' =0.38ex =0.00m.B =2.00m.ey =0.00m.B =2.00m.ey =0.00m.L=2.00m.B'=2.00m.L=2.00m.B'=2.00m.N =3.34L'=2.00m.N =2.58L'=2.00m.=0.00Grados1 =1.70Tn/m3=0.00Grados1 =1.70Tn/m3Df =2.00m.2 =1.70Tn/m3Df =2.00m.2 =1.70Tn/m3F.S. =3.00F.S. =3.00Factores de Capacidad de Carga

Nc=30.14Nc=15.87Nq=18.40Nq=7.11Ny=15.67Ny=3.45

Factor de Correccion por la Forma

Sc=1.67Sc=1.52Sq=1.33Sq=1.26Sy=1.33Sy=1.26

Factor de correccion por la inclinacion

ic =1.00ic =1.00iq =1.00iq =1.00iy =1.00iy =1.00

Factor de correccion por la profundidad

dc =1.37dc =1.32dq =1.18dq =1.16dy =1.18dy =1.16

Reemplazando en la formula

qc =140.67Tn/m2qc=43.86Tn/m2q adm =46.89Tn/m2q adm =14.62Tn/m3

..

Datos (Falla por corte Local)G =1.00q' =13.84Ir =0.14

Ir (cr) =57.40

Fqc = Fyc =0.08Fcc =-0.08Para =0Fcc =-0.04Para >00.0017.341.00qu =18.34Tn/m21.83Kg/m2q adm. =6.11Tn/m20.61Kg/m2

Suelos EstratificadosEstrato (Tn/m2) (Grados)C (Tn/m2)H =Superior1.5030.000.000.52Rad.tan() =0.58N =1.73Inferior1.8030.000.000.52Rad.tan() =0.58N =1.73

q1 =42.00(Tn/m2)1.20q2 =50.41(Tn/m2)

Nq =18.40Nq =18.40Nc =30.14Nc =30.14Ny =22.40Ny =22.40

qu =

C.Carga F.General y N.Freatico Ecuacion General de Capacidad de CargaTeoria de MeyerhofEcuacion General de Capacidad de CargaTeoria de MeyerhofDatos ( FALLA POR CORTE GENERAL)Datos ( FALLA POR CORTE GENERAL)C =0.00Tn/m2C =0.00Tn/m2 =28.00Grados0.49Rad. =20.00Grados0.35Rad.B =2.50m.tan() =0.53Niveles8.5B =2.00m.tan() =0.36L=2.50m.N =3.14area14.82L=2.00m.N =2.04Df =5.50m.Df =2.00m.Kpy =2.04F.S. =3.00F.S. =3.00 =0.00Grados =0.00Gradoseb =0.00m.p125.97ex =0.00m.el =0.00m.b1.252ey =0.00m.B' =2.50m.B' =2.00m.L' =2.50m.L' =2.00m. =1.75Tn/m3B asum.2A41 =1.70Tn/m3 w =2.05Tn/m3CasoIt0.8d0.72 =1.70Tn/m3Nf =2.5m.r0.1Nq =14.72Fcd =1.46b10.35Nc =17.69Nc =25.80Fqd =1.34b20.35Nq =7.44Ny =16.72Fyd =1.00Ny =3.641.05Fcs =1.577.53Fci =1.00Vuu5.6236607143Tn/m20.0573454385qu =3.15Cimiento CorridoFqs =1.539.63Fqi =1.00q adm =1.05Fys =0.607.53Fyi =1.00Vud31.03725127550.3164922061qu =3.02Cimentacion Cuadrada0.00227.7713.16q adm =1.01qu =240.93Tn/m224.09Kg/cm2qu =2.90Cimentacion circularq adm. =80.31Tn/m28.03Kg/cm2q adm =0.97

caso Isi 0 D1 Dfq =D1+D2(sat-w)caso IIsi 0 d Bq =Dfcaso IIIsi d B

C.Carga EstratificacionEcuacion General de Capacidad de CargaCon 2 estratosDatos ( FALLA POR CORTE GENERAL)

C1 =0.00Tn/m2C2 =0.00Tn/m21 =30.00Grados2 =30.00Grados1 =1.70Tn/m3H =1.00m.B =2.00m.2 =1.70Tn/m3L=2.00m.Df =2.00m.0.52Rad.F.S. =3.00tan() =0.58 =0.00GradosN =3.34eb =0.00m.0.52Rad.el =0.00m.tan() =0.58B' =2.00m.N =3.34L' =2.00m.Nq =18.40Fcd =1.40Nq =18.40Fcd =1.40Nc =30.14Fqd =1.29Nc =30.14Fqd =1.29Ny =22.40Fyd =1.00Ny =22.40Fyd =1.00

Fcs =1.61Fci =1.00Fcs =1.61Fci =1.00Fqs =1.58Fqi =1.00Fqs =1.58Fqi =1.00Fys =0.60Fyi =1.00Fys =0.60Fyi =1.00

q1 =38.08Ks =2.5q2 =38.08ca/c1=1q1/q2 =1.00ca =0qu =176.54Tn/m2No cumpleqb =170.88qu =17.65Kg/cm2qt =121.54q adm =5.88Kg/cm2

C.Carga Inclinacion TerrenoEcuacion General de Capacidad de CargaInclinacion de TerrenoDatos ( FALLA POR CORTE GENERAL)Df/B =1b/B =0.5C =5.00Tn/m2Inclinacion de la carga =30.00Grados =30.00GradosNs =0.578 =1.70Tn/m3b =1.00m.Ncq =6B =2.00m.H =1.70m.Nyq =6L=2.00m.Df =2.00m.0.52Rad.q u =40.2Tn/m2F.S. =3.00tan() =0.58q u =4.02Kg/cm2 =0.00GradosN =3.34q adm1.34Kg/cm2eb =0.00m.0.52Rad.el =0.00m.tan() =0.58B' =2.00m.N =3.34L' =2.00m.Nq =18.40Fcd =1.40Nc =30.14Fqd =1.29Ny =22.40Fyd =1.00

Fcs =1.61Fci =1.00Fqs =1.58Fqi =1.00 Fys =0.60Fyi =1.00