f'c = 210 kg/cm2
fy = 4200 kg/cm2
L1 = 3.4 m S/C: 200 kg/m2
L2 = 4 m
L3 = 3.4 m
Piso !ermi"ado: 40 kg/m
( = 220 kg/m
CARGA ULTIMA *% = 444 kg/m
Momentos Ultimos Momentos Nomi 1+ aoyo 213.), kg-m 1+ aoyo 23.,2
medio 3,,.,2 kg-m medio 40.35
2+ aoyo 513.2, kg-m 2+ aoyo 50.2
2+ aoyo ,45.)2 kg-m 2+ aoyo 1.5)
medio 444.00 kg-m medio 43.33
3+ aoyo ,45.)2 kg-m 3+ aoyo 1.5)
3+ aoyo 513.2, kg-m 3+ aoyo 50.2
medio 3,,.,2 kg-m medio 40.35
 
Acero M!imo: c =,.35
a =5.41
kg-m cm2 fy =4200 kg/cm2
23.,2 0.3 # =10
As ( )*+, cm- d = 1
kg-m cm2 fy =4200 kg/cm2
1.5) 1.12 # =10
As ( "*"- cm- d =1
kg-m cm2 fy =4200 kg/cm2
1.5) 1.12 # =10
As ( "*"- cm- d =1
kg-m cm2 fy =4200 kg/cm2
23.,2 0.3 # =10
As ( )*+, cm- d =1
kg-m cm2 fy =4200 kg/cm2
40.35 0.,3 # =10
# = 1/2
kg-m cm2 fy =4200 kg/cm2
43.33 0. # =10
As ( )*,, cm- d =1
kg-m cm2 fy =4200 kg/cm2
40.35 0.,3 # =10
# = 1/2
%2 = 1021 kg "2 = 13,2 kg
%3 = ),) kg "3 = 115 kg
Resistencia 4el Concreto a la Cortante:
c = 130, kg
Para las ig%e6as7 or es6ar casi 8%"6as 109 mas de r
c = 143, kg
s =0.0 cm2
CORTE DE LOS ACEROS