ZAPATA AISLADA

ZAPATA AISLADALS columna50cm0.50mS50L columna50cm0.50m50D (Muerta)200Tn200000KgL (Viva)50Tn50000Kg

Cap. Port. Terreno2.00Kg/cm2Wconcreto2400Kg/cm30.24Kg/cm2Wsuelo1600Kg/cm30.16Kg/cm2H e0.00S/C0Kg/m20Kg/cm2H 11.402.00

Htotal2.00mHe0.00mH11.40mH 20.60H2 Calcular0.60m60cmd0.50m50cm

Terreno =1.63Kg/cm24.00

Area =D + L=153186.27cm21.75 terreno1.75L =391.394.00mS =391.394.00m4.00qu =1.2 D + 1.6 L=20.00Tn/m2L x S

COMPROVACION POR CORTANTEvu 1 =100.00Tnvu 1 =100.00Tnvn 1 =133.33Tnvn 1 =133.33Tnvc 1 =153.61Tnvc 1 =153.61TnVn1 < Vc1OkVn1 < Vc1Ok

COMPROBACION POR PUNZONAMIENTO4.00vu =270.00Tn270.00Tnvn =360.00Tn100

vc 1 =460.83Tn250vc 2 =691.24Tn460.83vc 3 =559.57Tn4.00SE TOMA EL MENOR460.83TnVn1 < Vc1OkCALCULO DEL ACEROMu =30.63TnMn =34.03Tn-mAsumir a =4.00cmCalculo As =16.88cm2Verificacion a =3.97cm

Asumir a =3.97cmCalculo As =16.87cm2Verificacion a =3.97cmACERO DE TEMPERATURAAs =10.80cm2SE TOMA EL MAYOR16.87cm2Para 1" =5.07cm2Espaciamiento =0.300cm

ZAPATA CONECTADA MORALES

ZAPATAS CONECTADAS

H e0.002.00H 11.40

5.50

H 20.60

DATOS GENERALES:f'c=210Kg/cm2(resistencia del concreto) cargas exteriores cargas interioresf'y=4200Kg/cm2(lim. Fluencia del acero)PD 1=100Tn.PD i=200Tn.Ct=2.00Kg/cm2(capacidad portante)PL 1=25Tn,PL i=50Tn.S/C=0Kg/m2(sobrecarga)L =6.00m.L=5.15Ws=1600Kg/m3(peso unitario del suelo)b1 =0.50m.bi =0.50m.Wc=2400Kg/m3(peso unitario del concreto)t1 =0.50m.ti =0.50m.

VigaBase=0.50m.Altura=1.10m.D=1.04m.

Cterreno=1.63Kg/cm2(capacidad portante neta del suelo)Area=D + L*1.2=91911.76cm2CterrenoX=2.14mLo=2.14m2.20mBo=4.40m4.40mWviga=1.32Tn/m

CALCULO DE REACCIONESR=150.64Tn

Area=Peso=92302.17cm2CterrenoX=2.15mLo=2.15m2.20mBo=4.40m4.40m

CALCULO DE VIGAP1=1.2D+1.6L=160.00TnWu=1.2W=1.58Tn/m

CALCULO DE REACCIONESR=192.42Tnqu=87.46Tn/mX=1.86m

Mu=109.05TnMn=121.17Tn

VERIFICACION POR CORTANTEVu=-27.75TnVu=27.28TnVn=36.38TnVc=39.94Tn

Vn < VcOk