Diseo de Zapatas

ZAPATADISEO DE ZAPATA AISLADAPropietario :PageCARGASMz (Ton.m)Diseo :1 of 1FxFyProyecto:VICTORIAS IIReviso :MUERTA0.4016.960.59Fecha :7/24/13 11:29Z-1-(x)VIVA0.040.530.05VIENTO0.000.000.00DATOSE1.730.732.79CARGAS(kN)Mz (kN.m)1 Kgs =0.009807KNFxFyZ-31 Ton =9.81KNMUERTA3.9166.45.81 Kip =4.44822KNVIVA0.45.20.4VIENTO0.00.00.01 Kgs-m =0.009807KN - mE17.07.227.41 Ton -m =9.81KN-mSUMA21.2877178.738233.599251 Kip-in =0.112985KN- mNIVEL DE FUNDACIONH (mm)1000h (mm)1001 Kg/cm2 =0.098073N/mm2hw (mm)0L/B11 Kg/cm2 =98.07346KN/m2DIMENSIONES DE PEDESTAL1 Ton/m2 =9.81KN/m2x (mm)450y (mm)4501 KSI =6.894755N/mm2RESISTENCIA DEL CONCRETO1 KSI =6894.75478KN/m2f'c (N/mm2) =27.460RESISTENCIA DEL ACEROTon/mt3kN/mt3fy (N/mm2) =413.868Peso vol. Concreto, c =2.40=23.54PRESION DE SUELO PERMISIBLEPeso vol. suelo, s =1.60=15.70qa (kN/m2) =98.073ANGULO BASE DE FRICCION INTERNA DEL SUELO30CARGA ULTIMALoad Case0.9D+1.3W1.4D+1.7L0.75(1.4D+1.7L+1.7W)0.75(1.4D+1.7L+1.87E)FACTORES0.91.31.41.71.051.2751.2751.051.2751.4025Fux (kN) =3.536.164.6228.42EXCENTRICIDADESFuy (kN) =149.74241.77181.33191.37e1e2e3e4Muz (kN.m) =5.218.856.6445.030.030.040.040.24L/2 =750.0DIMENSIONES APROXIMADASL/3 =500.0DIMENSIONES APROXIMADAS DE BASEB (mm) =1900L (mm) =1900L/4 =375.0DIMENSIONES INGRESADASB (mm) =1500L (mm) =1500L/5 =300.0L/6 =250.0PROFUNDIDAD APROXIMADA0.250Load Case1234mmmts*qumax (kN/m2)82.72135.24101.43220.68Excentricidad por sismo, es =208.370.208d (mm)60.00085.00070.000125.000Excentricidad por viento, es =0.000.000*PROFUNDIDAD INGRESADAd (mm)=225min 150mm (ACI 15.7.)D (mm)=300min cover 70mm (ACI 7.7.)PESO DE FUNDACION Df (kN)LOSA DE CONCRETOB * L * D * c15.89213266.4830448468PEDESTALx * y * (H+h - D) * c3.81418750LOSA DE CONCRETO SOBRE SUELO(B*L - x*y) * (H - hw) * s22.4965483.5169551532SUELO SATURADO(B*L - x*y) * (hw - D) * (20-10) [ s-a ]0.000Total Df (kN) =42.203258.0587869639Carga total, P =213.78kNMom volteo, Mv =46.04kN-mte = Mv / P =0.215mts< L / 6, Bien !PERFIL DE TENSION NETA (kN/m2)Load Case1234qumax (kN/m2)82.718135.239101.430220.682qumin (kN/m2)50.38479.66559.749-50.576q1 (kN/m2)76.251124.12493.093166.431q2 (kN/m2)73.826119.95689.967146.086q3 (kN/m2)71.401115.78886.841125.742q4 (kN/m2)61.70199.11674.33744.364q5 (kN/m2)59.27694.94871.21124.020q6 (kN/m2)56.85190.78068.0853.675DISEO DE ZAPATA AISLADA (ACI 318M-95)Propietario :PageDiseo :2 of 3Proyecto:VICTORIAS IIReviso :Fecha :REVISANDOPor sismo (1), viento (2), ambos(3) :1PRESIONES MXIMAS Y MNIMASPor sismoPor vientoAmbosPRESION DE CONTACTOq mx =180.04298.196199.557Fv (kN) =Fy + Df220.94qmax (kN/m2)180.042qmin (kN/m2)16.350q mn =16.35098.196-3.165qGP (gross pressure) (kN/m2) =( 3qmax + qmin ) /4q mx =180.042qGP =139.1189kN/m2> qa =130.4377018NOq mn =16.350ESTABILIDAD CONTRA AVERTURASMOMENTO DE AVERTURAMz + Fx * (H + h)57.01572kN.mMOMENTO DE ESTABILIZACIONFv * (L/2)165.705615kN.m2.9063145217>1.5OkESTABILIDAD CONTRA DESLIZAMIENTOS5.9922040381>1.5OkREVISION DE CORTE LONGITUDINALVc (kN) =(1/6) * (fc) * B * d294.7652429265Load Case1234Vu (kN)* =35.76858.35743.76887.100Vu / 0.85Vc0.14280.23290.17470.3476*Vu = 0.5 * (q1+qumax) * (L/2 - x/2 - d) * Bmax Vu / 0.85Vc =0.3476361617