COLUMNAS (2)PREDIMENSIONAMIENTO DE COLUMNAS AULASMETRADO DE CARGAS(kg/m2)f'c (kg/cm2)210W cobertura100Wacabados100Wviga100Wcolumna60Wtabiq100# pisosCarga por m2Wd4601460Kg/m2Wl (s/c)2501250Kg/m2EjesTipo ColLAArea (m2)PD(kg)PL(kg)b x d req(cm2)b(cm)d(cm)SeccionReal (cm2)Z1C14.53.415.307038.003825.00189.6725.0025.00625.00

Z1DISEO DE ZAPATA AISLADA AULASUBICACIN:ZAPATA Z-113.125DATOS NECESARIOS PARA EL DISEO:N.P.T. 0.15 mPD =7.04TnN.T.N. 0 mPL =3.83TnS/C piso =250Kg/cm2f'c =210Kg/cm2fy =4200Kg/cm2g m =1.95Tn/m3hf = 1.5mDf =1.35 ms t =1.83Kg/cm2hf =1.50mN.P.T. =0.15mN.T.N. =0.00mDf =1.35mDIMENSIONES DE LA COLUMNA :n =0.30Ps = 1.1*(PD + PL)11.96Tnf'c =210Kg/cm2b*D = Ps/(n*f'c)189.79cm213.78x13.78cmUsar :Areat =0.25m625cm2OK !!!s =0.25mESFUERZO NETO DEL TERRENO :s n = s t- gprom*hf - S/Cs n =15.13Tn/m2Azap = P/snAzap =0.72m20.85x0.85m2Para Cumplir lv1 = lv21.00T =1.00mS =1.00mlv1 = lv20.380.38CONFORME !!!0.25REACCION NETA DEL TERRENO:0.251.00WNU = Pu/AZAPPu = 1.4*PD+1.7*PL17.454TnWNU =16.37Tn/m2DIMENSIONAMIENTO DE LA ALTURA hz DE LA ZAPATA :POR PUNZONAMIENTO:Condicion de Diseo :Vu/f = VcVu/f = 1/f*(Pu-Wu(t+d)(s+d)).. (1)Bc = Dmayor/DmenorBc =1.00< 2vc = 1.06*raiz(f'c)Vc = 1.06*raiz(f'c)*bo*d.. (2)donde:bo = 2(t+d)+2(s+d)(1) = (2)Ecuacion:569.37*d^2+146.43*d-16.43=0276.50a =569.37b =146.43c =-16.43d =0.08mX1 =0.08X2 =-0.34Usar h =0.60md =0.51mOK !!!VERIFICACION POR CORTANTE :Vdu = (Wu*S)(lv-d)N.P.T. 0.15 mVdu =-2.14TnN.T.N. 0 mVn = Vdu/f-2.38TnVc = 0,53*RAIZ(f'c)*b*dVc =38.86Tn > VnOK !!!0.75DISEO POR FLEXION :Mu =(Wu*S)*lv ^2 /21.50Mu =1.15Tn-mw = Mu/(f*f'c*b*d^2)0.0024p = w*f'c/fy0.0001Usar: 5 5/8@ 0.21 m0.60As = p*b*d0.60cm2Verificacion de As min :N.F.Z. -1.35 mAs min = 0.0018*b*dAs min =9.11cm2Usar: 5 5/8@ 0.21 mDiametro Area cm2Usar :5/8pulg.mn =5varillas60.0060.2820.015875s =0.21m1.00@ 0.21 m1/40.0060.3220.015875Usar: 5 5/8@ 0.21 m80.0080.5020.0158753/80.0100.7120.015875EN DIRECCION TRANSVERSAL :120.0121.1320.015875Ast = As*t/s1/20.0131.2920.015875Ast =9.11cm25/80.0162.0020.0158755/83/40.0192.8400Usar 5/87/80.0223.8700Usar :n =5varillas20.01591.0010.0255.1000s =0.21m20.0159Usar: 5 1 1/80.0296.4500Usar: 5 5/8@ 0.21 m20.01591 1/40.0328.190020.01591 3/80.03510.0600LONGITUD DE DESARROLLO DEL REFUERZO :20.0159Longitud disponible para cada barra :20.0159Ld = lv-r20.0159Usar: 5 5/8@ 0.21 mLd =0.300m00.000000.0000Para barras en traccion :00.0000 N1100.0000ld = 0.06*Ab*fy/raiz(f'c) 0.0057*db*fy00.0000 30 cm00.0000ld =49.5645.61OK!!!30.00OK!!!Como el espaciamiento es de 21 cm > 15 cmlde = ld*ld = 0.80* ldlde =39.65cm < Ld =30.00cmVerificarTRANSFERENCIA DE FUERZA EN LA INTERFASE DE COLUMNA Y CIMENTACIONa. Resistencia al aplastamiento sobre la columna :Pn = Pu/Pn =24.93TnResistencia al aplastamiento en la columna :Pnb = 0.85*f'c*AcPnb =111.56TnPn < PnbOk !!!b. Resistencia al aplastamiento en el concreto de la cimentacion :Pn =24.93TnPnb = 0.85*f'c*AoAo = raiz(A2/A1)*Acol 2*AcolXo =1.00mA2 =1.00m2Ao =4.00> 2Usar Ao = 2*AcPnb =223.125Tn > PnOk !!!DOWELLS ENTRE COLUMNA Y CIMENTACION:Si : Pn Pnbentonces : As min = 0,005 Ac ; con 4f como minimoAs min =3.13cm2

h min = 0.60 m

aceroBARRAS DE CONSTRUCCIONNORMA TECNICA :ASTM A615 Grado 60 - 96a / ITINTEC 341.031 Grado ARN420-91DIMENSIONES Y PESOS NOMINALES :Nro.Diametro fPerimetro cm.Area cm2Peso Kg/mAltura de resaltes (mm) minDiametro de dobladopulg.mmcm.--60.6001.880.280.2220.243.5 f21.0021/4-0.6352.000.321.290.994--80.8002.510.501.290.3950.9940.323.5 f28.0033/8-0.9532.990.711.290.5600.9940.383.5 f33.30--121.2003.771.131.290.8880.9940.483.5 f42.0041/2-1.2703.991.291.290.9940.9940.513.5 f44.5055/8-1.5884.992.00No existe1.552No existe0.713.5 f55.6063/4-1.9055.982.84No existe2.235No existe0.975.0 f95.5077/8-2.2236.983.87No existe3.090No existe81-2.5407.985.10No existe3.973No existe1.275.0 f127.0091 1/8-2.8589.006.45No existeNo existe101 1/4-3.17510.148.19No existeNo existe111 3/8-3.49311.2510.06No existe7.907No existe1.807.0 f250.60f varilla :1/2N varillas :1varillaArea :1.29cm2Peso :0.994Kg/m

ING. LUIS VILLANUEVA TORRRESConsultas:FONO : 064-253276 064-619038EMAIL: ingluisvillanueva@yahoo.es