Chequeo de Corte ACI 318-11Geometria y Materialesf'c = 280 [kg/cm]fy = 4200 [kg/cm] = 30 [cm]! = "0 [cm]rec = 4#0 [cm]$% = "#"0 [m]& = 1#00Cargas'u()*q+ = 20#00 [tf]-'u(der+ = 20#00 [tf],u = 0#00 [tf]- = 0#."/(01A02C3+ = 0#40 [tf/m]/($I'1+ = 0#20 [tf/m]5 = 3#30 [m]CalculosConsiderar la Carga Axial [Si/No] ->d = 43.90 [cm]Ag = 1500 [cm]Resistencia Nominal11.2 - Resistencia al Corte provista por el Hormigon11.2.1 - Calculo de Vc!ara elemen"os s#$e"os solamen"e a cor"e % &exion '()S*!ara elemen"os s#$e"os a com+resion axial '()S*!ara elemen"os s#$e"os a "ension_=_+_ =0.53 _ ,' * __ =0.53'1 /'1** _ +_ 4_ ,' * __ =0 _'c = 11#48 [tf]11.4 - Resistencia al Corte provista por el Acerod = 43.90 [cm]11.4. - !imites de "spaciamientos'max* = -1.95 [cm].s'lim* = -4.-4 ["/]s = 0.50 [cm].s = 31.2- ["/]s = 10.00 [cm].s = -1.92 ["/]11.4.# - Re$uer%o Minimos = 0.50 [cm]A3'min* = 0.11 [cm]A3'min* = 0.19 [cm]A3'min* = 0.19 [cm]s = 10.00 [cm]A3'min* = 0.-4 [cm]A3'min* = 0.-5 [cm]A3'min* = 0.-5 [cm]11.4.& - 'ise(o del Re$uer%os = 0.50 [cm]A3 = 1.50 [cm].s = 31.2- ["/].s'max* = 41.41 ["/]'6 = 38#42 [tf]s = 10.00 [cm]A3 = 1.50 [cm].s = -1.92 ["/].s'max* = 41.41 ["/]'6 = 28#74 [tf]21. - Miem)ros a *le+ion para ,orticos "speciales!#'lim* = 4- ["/]!# = 50.00 ["/]ln'min* = 1.02 [m]ln = 5.50 [m]21..2.- - "spaciamiento en .onas de /raslapes'max* = 10.91 [cm]s'max* = 10.00 [cm]21..- - Re$uer%o /ransversal4s+aciamien"os en la 5onas !ro"egidass'max* = 10.91 [cm]s'max* = 13.-0 [cm]s'max* = 15.00 [cm]4s+aciamien"os en 6#era de las 5onas !ro"egidass'max* = -1.95 [cm]21..4 - Re0uisitos de la Resistencia al Corte(+r'i78* = 4-.53 ["/m](+r'der* = 4-.53 ["/m](+r'i78* = 4-.53 ["/m](+r'der* = 4-.53 ["/m]9# = 3.04 ["//m].+ = 15.42 ["/].g = 1.35 ["/].e = -3.11 ["/].e = 0.11 ["/]21..4.2 - Re$uer%o /ransversal.e = -3.11 ["/].e = -0.00 ["/]!#'lim* = -1 ["/]!# = 0.00 ["/]'c = 11#48 [tf]Armadura 1%0uierda2uperior 1n$erior: ; : ;1ra Capa 4 22 4 222da Capa3ra CapaArmadura 'erec3a2uperior 1n$erior: ; : ;1ra Capa 4 22 4 222da Capa3ra Capa4s"ri