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  ZA Nota= ar solo los datos que aperecen en c Esfuerzo del suelo 13.20 Ton/m² C!= 1.41.97 Ton/m² Peso za ata= 4.50 Ton2.40 Ton/m² f#$= 210 kg/cm² Df= 1.50 m f%$= 1! kg/cm² d#= ! cm f##$= 142.! kg/cm² R= 0.9 #le$i%n& Re R= 0.!5 'ortante& R= 0.7 (plastamiento& ase $olu*'a (+)= 40.00 cm ase $olu*'a (l)= 40.00 cm Alto $olu*'a= 400.00 cm Peso de $olu*'a= 1.54 Ton Refuerzo $olu*'a= 4) 7/!* , de estr&+os $ol-= ) 3/!* + AN.LI!I! DE CAR/A!CAR/A VIVA 0.10 Ton CAR/A VIVA ACTORADACAR/A 0ERTA 2.37 Ton CAR/A 0ERTA ACTORADA0O0ENTO 0.79 Ton,m 0O0ENTO ACTORADOP= 2.47 Ton Pu= 3.37 Ton Peso total= 1.2! Ton Area za ata= 1.23 m² E'to'$es = 1.11 m Peso de za ata 3.70 Ton Peso de edestal= 0.9 Ton Peso de $olu*'a= 1.54 Ton Peso de 2&3a= 0.41 Ton Peso de a2&so= 0.32 Ton Peso de suelo= 9.42 Ton Peso ad&$&o'al 13.!2 Ton 4 asu*&do= 5.59 4$ al$ulado= 5.59  (ado tar)= 2.10 m   !uelo=   Co'$reto=  f=Prof de $&*e'ta$&5' 1.50 m Peralte 6= 0.35 m A'$6o edestal a= 0.50 m d= 0.27 m e= 0.34 m e7 ara  $al$ulado= 0.19 m-o pasa aumente las dimensiones e7 ara  asu*&do= 0.35 mien *= 0.!0 m d*= 0.25 m 81= 0.54 Ton/m² l= 0.09 m 89= 3.! Ton/m² PRE!IONE! DE DI!E:O;*<8= 4.40 Ton/m²ien ara dise6o& ;*'= 2.9! Ton/m²ien ara esuer8os& ;*'1= 3.04 Ton/m² REVI!I>N POR PNZONA0IENTO+'= 3.00 m V$= 101.2 Ton Vu= 14.29 Ton ;1= 3.11 Ton/m² V$= 150.5! Ton ;9= 3.95 Ton/m²'umple por pun8onamiento 0O0ENTO DE DI!E:O0u= 1.47 Ton,m  ATA 1 VOLADIZO cepto los que estan en recuad Alto *e'or 2&3a (61)= 20.00 cm Peso de a2&so=Alto *aor 2&3a (69)= 45.00 cm Alto a2&so=ase 2&3a (es esor) 40.00 cm A'$6o a2&so=Lo'3&tud 2&3a = 170.00 cm Es esor a2&so=Peso de 2&3a= 0.41 Ton Peso de lo?ue=&ste'$&a del a$ero (f)= 4200 kg/cm²:4) 15.00ec ;i<re=3.000.17 Ton P 3.20 Ton Pu 1.10 Ton,m 0u 2.10 m  7 arillas > 4 eparadas a VOLADIZO Vol Za = 1.15 m REVI!I>N uponer cuant?a m?nima d= 9.90 REVI!I>N POR CORTVu= 0.73 Ton'ompro<ando c='omo u@c la secci%n es
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