"a.-CompresionP= 13500 tnL= 280 mt= 14dm= =B2/((B3*B4)) kg/cm2h= 240 m solo ladrillofm= 65dadm1= =0.2*B7*(1-(B6/(35*B4))^2)dadm2= =0.15*B7dm= adm1 adm2=B5 =B8 =B9b.-fisuramientov'm= 8.1 kg/cm2t= 14 cm ponerL= 280 cm ponerVe= 14 tn ponerh= 2.4 m ponerMe= 60 tn.m poneroo= =B17*B18/B19tipo ed%= 0.25Cm CvPg= 7.5 6 =B23+(B21*C23)Puntual= 0 =B24+C24Pg= =D24+D23 tn=D25*1000 kg0.23*pg= =0.23*D26 kg.5v'mootl= =0.5*B14*B20*B15*B16 kgVm= =B28+B27 kg.55Vm= =0.55*B29 kgve= =B17*1000c.-Fuerza de diseofactor= =B29/B31Vui= =B33*B31 kgfMui= =B19*B33d.-columna extremaVm= =B29 kgfMui= =B35 tnLm= 280 cmLt= 280 cmNc= 2Vc= =1.5*(B37*B39/(B40*(B41+1))) kgfh=en medio 2.5M= =B38-(0.5*B37*B43/1000) tnf.mF= =B44/(B40/100) tnPg= =D26 kg ponerPc= =B46/B41 kgT= =B45-(B47/1000) tnC= =B45+(B47/1000) tne.-Acero verticalVc= =B42 kgfusf= 0.8o/= 0.85fy= 4200Asf= =B52/(B53*B54*B55) cm2T= =B48 tno/= 0.9Ast= =B57*1000/(B58*B55)AsTotal= =B59+B56medcol= 15 cm fc= 175medcol= 30 cmAsmin= =0.1*B61*B62*E61/B55"