5 CLS 10 PRINT"CALCULO LOSA/JACENA/VIGA DE HORMIGON A FLEXION SIMPLE (CALVIHOR) EHE-98 11 PRINT"-- DATOS SECCION -- 20 PI=3.1416 60 INPUT;"Resistencia caracteristica hormigon (20 N/mm2) fck= ";FCKJ 61 IF FCKJ=0 THEN FCKJ=20 62 LOCATE,61:PRINT FCKJ 70 FCFT=.37*FCKJ^(2/3) 71 INPUT;"Canto de la viga (20 cm) h= ";H 72 IF H=0 THEN H=20 73 LOCATE,61:PRINT H 80 INPUT;"Ancho de la viga (20 cm) b= ";B 81 IF B=0 THEN B=20 82 LOCATE,61:PRINT B 90 WB=(B*H^2)/6 91 PRINT"Momento resistente seccion neta (cm3) Wo= " FIX(WB) 95 FCFT=.37*FCKJ^(2/3) 96 PRINT"Resitencia media hormigon a flexotraccion (N/mm2) fctm= ";FIX(10*.3*FCKJ^(2/3))/10 97 MF=100*FCFT*WB 98 PRINT"Momento nominal fisuracion de la seccion neta (cm.N) Mo= " FIX(MF) 100 INPUT;"Coeficiente seguridad del hormigon (1,6) s= ";OC 106 IF OC=0 THEN OC=1.6 107 LOCATE,61:PRINT OC 108 FCD=FCKJ/OC 110 INPUT;"Limite elastico caracteristico del acero (400 N/mm2) fyk= ";FYK 111 IF FYK=0 THEN FYK=400 113 LOCATE,61:PRINT FYK 115 INPUT;"Coeficiente seguridad del acero (1.15) s= ";OS 116 IF OS=0 THEN OS=1.15 117 LOCATE,61:PRINT OS 118 FYD=FYK/OS 119 INPUT;"Barras traccion (4 ud) n1= ";N1 120 IF N1=0 THEN N1=4 121 LOCATE ,61:PRINT N1 " " 122 INPUT;"Barras traccion (diametro 16 mm) o1= ";OS1:IF OS1=0 THEN OS1=16:LOCATE,61:PRINT OS1 " ":'122 INPUT;"Area armadura traccion (1.57 cm2) A1= ";A1$ 123 A1=N1*PI*OS1^2/400:'123 IF A1$="" THEN A1=1.57 ELSE A1=VAL(A1$) 124 LOCATE,56:PRINT "A1= " A1 "cm2 " 125 INPUT;"Recubrimiento de la armadura traccion (H1=H-d=2.5 cm) H1= ";H1$ 126 IF H1$="" THEN H1=2.5 ELSE H1=VAL(H1$) 127 LOCATE,61:PRINT H1 " " 129 INPUT;"Barras compresion (2 ud) n2= ";N2 130 IF N2=0 THEN N2=2 131 LOCATE ,61:PRINT N2 " " 132 INPUT;"Barras compresion (diametro 16 mm) o2= ";OS2:IF OS2=0 THEN OS2=16:LOCATE,61:PRINT OS2 " " 133 A2=N2*PI*OS2^2/400 134 'INPUT;"Area armadura compresion (1.57 cm2) A2= ";A2$ 135 'IF A2$="" THEN A2=1.57 ELSE A2=VAL(A2$) 136 LOCATE,56:PRINT "A2= " A2 "cm2 " 137 INPUT;"Recubrimiento de armadura compresion (d'=H-H2=2.5 cm) d'= ";H2$:'137 INPUT;"Altura de la armadura compresion (H-d'=17.5 cm) H2= ";H2$ 138 IF H2$="" THEN H2=2.5 ELSE H2=VAL(H2$):'138 IF H2$="" THEN H2=17.5 ELSE H2=H-VAL(H2$) 139 LOCATE,61:PRINT H2 " " 140 H2=H-H2 141 LOCATE,56:PRINT "H2= " H2 "cm2 " 155 FCMJ=1.05*FCKJ 160 PRINT"Resistencia media compres. hormigon a j dias (N/mm2) fcmj= ";FIX(10*FCMJ)/10; 161 'LOCATE,1:INPUT"Resistencia media compres. hormigon a j dias (N/mm2) fcmj= ";FCMJ$ 162 'IF VAL(FCMJ$)<>0 THEN FCMJ=VAL(FCMJ$) 170 E0J=10000*FCMJ^(1/3) 171 PRINT"Modulo deformacion longit. hormigon a j dias (N/mm2) Eoj= ";FIX(E0J); 172 LOCATE,1:INPUT;"Modulo deformacion longit. hormigon a j dias (N/mm2) Eoj= ";E0J$ 173 IF VAL(E0J$)<>0 THEN E0J=VAL(E0J$) 174 LOCATE,61:PRINT FIX(E0J) 175 H0=((B*H^2)/2+(A1*H1+A2*H2)*(2.1*10^5)/E0J)/(B*H+(A1+A2)*(2.1*10^5)/E0J) 176 PRINT"-- CALCULOS -- 177 PRINT"C.D.G. de la seccion bruta (cm) Ho= ";FIX(100*H0+.4)/100 187 IB=(B*H^3)/12+(B*H)*(H/2-H0)^2+((A1^2)/12.6+(A1*(H0-H1)^2))*(2.1*10^5)/E0J+((A2^2)/12.6+(A2*(H2-H0)^2))*(2.1*10^5)/E0J 188 PRINT"Momento de inercia de la seccion bruta (cm4) Ib= " FIX(IB) 189 PRINT"Momento resistente de la seccion bruta (cm3) Wb= ";FIX(10*IB/H0)/10 195 U1=A1*100*FYD:U2=A2*100*FYD:UC=B*(H-H1)*100*FCD 196 PRINT"Capacidad mecanica armadura traccion (N) Us1= " FIX(U1) 197 PRINT"Capacidad mecanica armadura compresion (N) Us2= " FIX(U2) 198 PRINT"Capacidad mecanica seccion util hormigon (N) Uc= " FIX(UC) 199 MU=(U1-U2)*(1-((U1-U2)/(2*UC)))*(H-H1)+U2*(H2-H1) 200 MU#=FIX(MU) 201 PRINT"Momento rotura seccion bruta (cm.N) Mu= " MU# 202 U1M=0.45*UC+U2:MM=(U1M-U2)*(1-((U1M-U2)/(2*UC)))*(H-H1)+U2*(H2-H1):'MM=0.35*UC*(H-H1)+U2*(H2-H1) 203 PRINT"Capacidad mecanica maxima armadura traccion (N) Us1m= " FIX(U1M) 204 MM#=FIX(MM) 205 PRINT"Momento rotura maximo seccion bruta (cm.N) Mm= " MM# 208 MF=IB*37*FCKJ^(2/3)/H0 209 PRINT"Momento nominal fisuracion de la seccion bruta (cm.N) Mf= ";FIX(MF) 210 MA=(U1-U2)*(1-((U1-U2)/(2*UC)))*(H-H1)+U2*((H-H1)-(H-H2)) 211 IF U1>.45*UC+U2 THEN MA=.35*UC*(H-H1)+U2*(H2-H1) 212 MU=(U1-U2)*OS*(1-((U1-U2)*OS/(2*UC*OC)))*(H-H1)+U2*OS*((H-H1)-(H-H2)) 213 IF U1*OS>.45*UC*OC+U2*OS THEN MU=.35*UC*OC*(H-H1)+U2*OS*(H2-H1) 214 FCU=FCKJ*MU/(.35*UC*OC*(H-H1)+U2*OS*(H2-H1)) 215 X=(U1-U2)*OS/(.75*100*FCU*B) 223 MU#=FIX(MU) 224 PRINT"Momento rotura de la seccion fisurada (cm.N) Mu= " MU# 225 PRINT"Tension del hormigon al momento de rotura (N/mm2) fcu= " FIX(10*FCU)/10 226 PRINT"Altura del eje neutro al momento de rotura (cm) Hx= " FIX(10*(H-X))/10 227 MA#=FIX(MA) 228 PRINT"Momento maximo aplicable a la seccion fisurada (cm.N) Ma= " MA# 230 'Ponerlo en funcion de h1 y h2 237 'ID=(B*(.375*H^3))/12+(B*.375*H)*(.3125*H)^2+(A1^2)/12.6+A1*(0.4*H)^2+(A2^2)/12.6+A2*(0.4*H)^2 238 ID=(B*X^3)/3+((A1^2+A2^2)/12.6+A1*(H-X-H1)^2+A2*(X+H2-H)^2)*((2.1*10^5)/E0J) 239 PRINT"Momento de inercia seccion fisurada a flex.simp. (cm4) If= " FIX(ID) 240 IE=((MF/MA)^3)*IB+(1-((MF/MA)^3))*ID 241 IF IE>IB THEN IE=IB 242 PRINT"Momento de inercia equivalente de la seccion (cm4) Ie= " FIX(IE) 249 PRINT"-- DATOS VIGA/JACENA -- 250 INPUT;"Luz de la viga (500 cm) l= ";L 251 IF L=0 THEN L=500 256 LOCATE,61:PRINT L 301 F=(8*5/384)*MA*L^2/(100*E0J*IE):'MA=P*L^2/8 302 PRINT"Flecha intantanea fisuracion viga apoyada M=Mv (cm) f= " FIX(100*F)/100 " ( 1/" FIX(L/F) ")" 303 F=(24*1/384)*MA*L^2/(100*E0J*IE):'MA=P*L^2/24 305 PRINT"Flecha intantanea fisurac. viga empotr. M=Mv=.33Ma (cm) f= " FIX(100*F)/100 " ( 1/" FIX(L/F) ")" 310 F=(14.2*1/185)*MA*L^2/(100*E0J*IE):'MA=P*L^2/14.2 315 PRINT"Flecha intan. fisurac. viga apoy./emp. M=Mv=.56Ma (cm) f= " FIX(100*F)/100 " ( 1/" FIX(L/F) ")" 318 'Flecha instantanea a momento M 320 INPUT;"Carga uniformemente reprtida sobre viga (1000 kg/m ) q= ";Q 321 IF Q=0 THEN Q=1000 322 LOCATE,61:PRINT Q "kp/m " 323 PRINT"-- RESULTADOS VIGA/JACENA -- 324 MV=(10*Q*L^2)/80000 325 PRINT"Momento viga hormigon apoyada M=Mv (cm.N) Mv= " FIX(100*MV)/100 326 F=(5*(10*Q/100)*L^4)/(384*(100*E0J)*IB) 327 PRINT"Flecha intantanea viga hormigon apoyada M=Mv (cm) f= " FIX(100*F)/100 " ( 1/" FIX(L/F) ")" 333 MV=(10*Q*L^2)/240000 334 PRINT"Momento viga hormigon empotrada M=Mv (cm.N) Mv= " FIX(100*MV)/100 335 F=(10*Q/100)*L^4/(384*(100*E0J)*IB) 336 PRINT"Flecha intantanea viga hormigon empotrada M=Mv (cm) f= " FIX(100*F)/100 " ( 1/" FIX(L/F) ")" 339 PRINT 340 INPUT;"Pulsar para terminar para reiniciar ",Z$ 341 IF Z$<>"" THEN 60 345 SYSTEM