Corte Primario 4 5 6
154
1 1/2 '' 2 5/8 '' 2 5/8 '' 2 5/8 '' □ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19 A 2 5/8 '' 5.25 m Diam("). Diam(cm). As (cm2) Wm = 2.570 Ton/m Wv = 0.610 Ton/m Φ 3/8 0.95 0.71 f'c = 210 Kg/cm2 Φ 1/2 1.27 1.29 fy = 4200 Kg/cm2 h = 45.00 cm Φ 5/8 1.59 1.98 Ø varilla = 5/8 Φ 3/4 1.91 2.85 Ø estribo = 3/8 Φ 1 2.54 5.1 Nº capas = 1 recub = 4.00 cm Wu = 3.975 Ton/m b = 30.00 cm d = 39.25 APOYO: A APOYO: C CAPA SUPERIOR CAPA INFERIOR CAPA SUPERIOR CAPA INFERIOR As = 7.92 cm2 As = 3.96 cm2 As = 9.18 cm2 As = 3.96 cm2 fs = 5250 Kg/cm2 fs = 5250 Kg/cm2 fs = 5250 Kg/cm2 fs = 5250 Kg/cm2 f'c = 210 Kg/cm2 f'c = 210 Kg/cm2 f'c = 210 Kg/cm2 f'c = 210 Kg/cm2 b = 30.00 cm b = 30.00 cm b = 30.00 cm b = 30.00 cm d = 39.25 cm d = 39.25 cm d = 39.25 cm d = 39.25 cm a = 7.76 cm a = 3.88 cm a = 9.00 cm a = 3.88 cm Mn = 14.70 Ton-m Mn = 7.75 Ton-m Mn = 16.76 Ton-m Mn = 7.75 Ton-m A Mn = 14.70 Ton-m Mn = 16.76 Ton-m C A Mn = 7.75 Ton-m Mn = 7.75 Ton-m C ESFUERZOS DE CORTE APOYO: A 15.10 Ton VBs = 6.16 Ton VBi = 15.10 Ton 6.16 Ton APOYO: C VCs = -5.77 Ton 5.77 Ton Vci = -14.71 Ton 14.71 Ton Vud= a distancia "d" 15.10 Ton 13.54 Vmax= 15.10 Ton d= 0.39 5.77 Ton 3.80 m ZONA DE CONFINAMIENTO S=Av*Fy/(3.5*bw) S = 14.75 cm ( Por Calculo ) L= 2h = 0.90 m s=10db(Long.) S = 12.7 Vc = 0 ( Aporte del Concreto ) s=24db(Estribo) S = 22.8 Ø = 0.85 s=d/4 S = 9.81 cm Vn=Vu/Ø = Vs = 15.93 Ton S = 9.00 cm Dual tipo 1 o Muros Estructurale
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DISELO POR FUERZA CORTANTE
Transcript of Corte Primario 4 5 6
1 1/2 ''2 5/8 '' 2 5/8 '' 2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
A 2 5/8 '' C
5.25 m
Diam("). Diam(cm). As (cm2)Wm = 2.570 Ton/mWv = 0.610 Ton/m
Φ 3/8 0.95 0.71 f'c = 210 Kg/cm2Φ 1/2 1.27 1.29 fy = 4200 Kg/cm2 h = 45.00 cmΦ 5/8 1.59 1.98 Ø varilla = 5/8Φ 3/4 1.91 2.85 Ø estribo = 3/8 Φ 1 2.54 5.1 Nº capas = 1
recub = 4.00 cmWu = 3.975 Ton/m b = 30.00 cm
d = 39.25
APOYO: A APOYO: CCAPA SUPERIOR CAPA INFERIOR CAPA SUPERIOR CAPA INFERIOR
As = 7.92 cm2 As = 3.96 cm2 As = 9.18 cm2 As = 3.96 cm2fs = 5250 Kg/cm2 fs = 5250 Kg/cm2 fs = 5250 Kg/cm2 fs = 5250 Kg/cm2f'c = 210 Kg/cm2 f'c = 210 Kg/cm2 f'c = 210 Kg/cm2 f'c = 210 Kg/cm2b = 30.00 cm b = 30.00 cm b = 30.00 cm b = 30.00 cmd = 39.25 cm d = 39.25 cm d = 39.25 cm d = 39.25 cma = 7.76 cm a = 3.88 cm a = 9.00 cm a = 3.88 cm
Mn = 14.70 Ton-m Mn = 7.75 Ton-m Mn = 16.76 Ton-m Mn = 7.75 Ton-m
A Mn = 14.70 Ton-m Mn = 16.76 Ton-m C
A Mn = 7.75 Ton-m Mn = 7.75 Ton-m C
ESFUERZOS DE CORTE
APOYO: A 15.10 TonVBs = 6.16 TonVBi = 15.10 Ton 6.16 Ton
APOYO: CVCs = -5.77 Ton 5.77 TonVci = -14.71 Ton
14.71 Ton
Vud= a distancia "d"15.10 Ton 13.54
Vmax= 15.10 Ton
d= 0.395.77 Ton
3.80 m
ZONA DE CONFINAMIENTOS=Av*Fy/(3.5*bw) S = 14.75 cm ( Por Calculo )
L= 2h = 0.90 m s=10db(Long.) S = 12.7
Vc = 0 ( Aporte del Concreto ) s=24db(Estribo) S = 22.8
Ø = 0.85 s=d/4 S = 9.81 cm
Vn=Vu/Ø = Vs = 15.93 Ton S = 9.00 cm
(Por norma)-Dual tipo 1 o
Muros Estructurales
Se toma Ø estribo = 3/8 '' Av = 1.43 cm2 Nºestribos = 9
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*bw*d = 36.18 Ton Pasa
L = 0.81 mVnc= Vc = 9.04 Ton ( Aporte del Concreto ) □ φ 3/8: 1 @ 0.05; 9 @ 0.09
Del diagrama de Corte: Z = 3.80 mVu= Ø V c = 7.69 Ton
Ø = 0.85 15.10 Ton 7.69 Ton
0.81 m 2.99 mZ = 3.80 m 5.77 Ton
0.175S = 57.00 cm ( Por Calculo )
s=d/2 S = 19.63 cm ( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:S = 19.00 cm □ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
FUERA DE LA ZONA DE CONFINAMIENTO
F79
Aunmento seccion tranversal o incremento el f"c
1er
Niv
el2
A 1
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: ACAPA SUPERIOR
As = 7.92 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 7.76 cm
Mn = 14.70 Ton-m
ESFUERZOS DE CORTE
APOYO: AVBs = -0.78 TonVBi = 14.47 Ton
APOYO: C
1er
Niv
elVCs = 0.78 TonVci = -14.47 Ton
Vmax= 14.47 Ton
ZONA DE CONFINAMIENTO
L= 2h = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vns= Vn=Vu/Ø = Vs = 14.85 TonSe toma Ø estribo =
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*bw*d
Vnc= Vc = 9.04 Ton
Del diagrama de Corte:Vu= Ø V c = 7.69 Ton
Ø = 0.85
FUERA DE LA ZONA DE CONFINAMIENTO
1er
Niv
el2d
o N
ivel
12
A 2
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: ACAPA SUPERIOR
As = 9.18 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 9.00 cm
Mn = 16.76 Ton-m
ESFUERZOS DE CORTE
2do
Niv
el APOYO: AVBs = -2.09 TonVBi = 15.78 Ton
APOYO: CVCs = 2.09 TonVci = -15.78 Ton
Vmax= 15.78 Ton
ZONA DE CONFINAMIENTO
L= 2h = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vs= Vn=Vu/Ø = Vs = 16.03 TonSe toma Ø estribo =
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*bw*d
Vnc= Vc = 9.04 Ton
Del diagrama de Corte:Vu= Ø V c = 7.69 Ton
Ø = 0.85
FUERA DE LA ZONA DE CONFINAMIENTO
2do
Niv
el5t
o N
ivel
12
A 2
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: ACAPA SUPERIOR
As = 9.18 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 9.00 cm
Mn = 16.76 Ton-m
5to
Niv
el ESFUERZOS DE CORTE
APOYO: AVBs = -1.14 TonVBi = 16.05 Ton
APOYO: CVCs = 1.83 TonVci = -15.36 Ton
Vmax= 16.05 Ton
ZONA DE CONFINAMIENTO
L= 2h = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vs= Vn=Vu/Ø = Vs = 16.44 TonSe toma Ø estribo =
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*bw*d
Vnc= Vc = 9.04 Ton
Del diagrama de Corte:Vu= Ø V c = 7.69 Ton
Ø = 0.85
FUERA DE LA ZONA DE CONFINAMIENTO
5to
Niv
el6t
o N
ivel
1
A 1
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: ACAPA SUPERIOR
As = 3.80 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 3.73 cm
Mn = 7.46 Ton-m
6to
Niv
el ESFUERZOS DE CORTE
APOYO: AVBs = -1.75 TonVBi = 7.43 Ton
APOYO: CVCs = 1.75 TonVci = -7.43 Ton
Vmax= 7.43 Ton
ZONA DE CONFINAMIENTO
L= 2h = 0.70 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vs= Vn=Vu/Ø = Vs = 7.44 TonSe toma Ø estribo =
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*bw*d
FUERA DE LA ZONA DE CONFINAMIENTO
6to
Niv
elVnc= Vc = 5.65 Ton
Del diagrama de Corte:Vu= Ø V c = 4.80 Ton
Ø = 0.85
5/8 '' 2
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1/2 ''
Wm = 2.720 Ton/mWv = 0.650 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 5/8Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 4.213 Ton/m b =
d = 39.25
CAPA INFERIORAs = 5.23 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 5.12 cm
Mn = 10.07 Ton-m
A Mn = 14.70 Ton-m
A Mn = 10.07 Ton-m
ESFUERZOS DE CORTE
14.47 Ton
-0.78 Ton
Vud= a distancia "d"14.47 Ton 12.63
d= 0.39
3.08 m
ZONA DE CONFINAMIENTOS=Av*Fy/(3.5*bw) S = s=10db(Long.) S =
( Aporte del Concreto ) s=24db(Estribo) S =
s=d/4 S = S =
3/8 '' Av = 1.43 cm2 Nºestribos =
2.12*(F"c)^1/2*bw*d = 36.18 Ton Pasa
( Aporte del Concreto )Z = 3.08 m
14.47 Ton 7.69 Ton
0.81 m 2.27 mZ = 3.08 m
S =s=d/2 S =
S =
FUERA DE LA ZONA DE CONFINAMIENTO
F79
Aunmento seccion tranversal o incremento el f"c
Vs = 12.37 TonVc = 9.04 Ton
Vn=Vc+Vs= 21.41050
1/2 '' 5/8 '' 2
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1/2 ''
Wm = 2.720 Ton/mWv = 0.650 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 5/8Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 4.213 Ton/m b =
d = 39.25
CAPA INFERIORAs = 6.49 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 6.36 cm
Mn = 12.29 Ton-m
A Mn = 16.76 Ton-m
A Mn = 12.29 Ton-m
ESFUERZOS DE CORTE
15.78 Ton
-2.09 Ton
Vud= a distancia "d"15.78 Ton 13.62
d= 0.39
2.87 m
ZONA DE CONFINAMIENTOS=Av*Fy/(3.5*bw) S = s=10db(Long.) S =
( Aporte del Concreto ) s=24db(Estribo) S =
s=d/4 S = S =
3/8 '' Av = 1.43 cm2 Nºestribos =
2.12*(F"c)^1/2*bw*d = 36.18 Ton Pasa
( Aporte del Concreto )Z = 2.87 m
15.78 Ton 7.69 Ton
0.81 m 2.06 mZ = 2.87 m
FUERA DE LA ZONA DE CONFINAMIENTO
F184
Aunmento seccion tranversal o incremento el f"c
S =s=d/2 S =
S =
Vs = 12.37 TonVc = 9.04 Ton
Vn=Vc+Vs= 21.41050
1/2 '' 5/8 '' 2
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1/2 ''
Wm = 2.850 Ton/mWv = 0.650 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 5/8Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 4.375 Ton/m b =
d = 39.25
CAPA INFERIORAs = 6.49 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 6.36 cm
Mn = 12.29 Ton-m
A Mn = 16.76 Ton-m
A Mn = 12.29 Ton-m
ESFUERZOS DE CORTE
16.05 Ton
-1.14 Ton
Vud= a distancia "d"16.05 Ton 13.97
d= 0.39
3.03 m
ZONA DE CONFINAMIENTOS=Av*Fy/(3.5*bw) S = s=10db(Long.) S =
( Aporte del Concreto ) s=24db(Estribo) S =
s=d/4 S = S =
3/8 '' Av = 1.43 cm2 Nºestribos =
2.12*(F"c)^1/2*bw*d = 36.18 Ton Pasa
( Aporte del Concreto )Z = 3.03 m
16.05 Ton 7.69 Ton
FUERA DE LA ZONA DE CONFINAMIENTO
F289
Aunmento seccion tranversal o incremento el f"c
0.81 m 2.22 mZ = 3.03 m
S =s=d/2 S =
S =
Vs = 12.37 TonVc = 9.04 Ton
Vn=Vc+Vs= 21.41050
1/2 ''2
□ φ 3/8: 1 @ 0.05; 7 @ 0.09 ; R @ 0.19
1/2 '' 1 1/2 ''
Wm = 1.100 Ton/mWv = 0.300 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 35.00 cm
Ø varilla = 1/2Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 1.750 Ton/m b =
d = 29.41
CAPA INFERIORAs = 3.80 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 3.73 cm
Mn = 7.46 Ton-m
A Mn = 7.46 Ton-m
A Mn = 7.46 Ton-m
ESFUERZOS DE CORTE
7.43 Ton
-1.75 Ton
Vud= a distancia "d"7.43 Ton 6.33
d= 0.39
2.63 m
ZONA DE CONFINAMIENTOS=Av*Fy/(3.5*bw) S = s=10db(Long.) S =
( Aporte del Concreto ) s=24db(Estribo) S =
s=d/4 S = S =
3/8 '' Av = 1.43 cm2 Nºestribos =
2.12*(F"c)^1/2*bw*d = 22.59 Ton Pasa
FUERA DE LA ZONA DE CONFINAMIENTO
F395
Aunmento seccion tranversal o incremento el f"c
( Aporte del Concreto )Z = 2.63 m
7.43 Ton 4.80 Ton
0.63 m 2.00 mZ = 2.63 m
S =s=d/2 S =
S =
Vs = 12.37 TonVc = 5.65 Ton
Vn=Vc+Vs= 18.01344
5/8 '' 2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 5/8 '' 1 1/2 ''
3.25 m
30.00 cm
APOYO: CCAPA SUPERIOR CAPA INFERIOR
As = 7.92 cm2 As = 5.23 cm2fs = 5250 Kg/cm2 fs = 5250 Kg/cm2f'c = 210 Kg/cm2 f'c = 210 Kg/cm2b = 30.00 cm b = 30.00 cmd = 39.25 cm d = 39.25 cma = 7.76 cm a = 5.12 cm
Mn = 14.70 Ton-m Mn = 10.07 Ton-m
Mn = 14.70 Ton-m C
Mn = 10.07 Ton-m C
0.78 Ton
14.47 Ton
0.78 Ton
15.82 cm ( Por Calculo )12.722.8
9.81 cm
9.00 cm9
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
0.78 Ton
0.17557.00 cm ( Por Calculo )19.63 cm ( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:19.00 cm □ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
(Por norma)-Dual tipo 1 o
Muros Estructurales
1 1/2 '' 5/8 '' 2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 5/8 '' 2 1/2 ''
3.25 m
30.00 cm
APOYO: CCAPA SUPERIOR CAPA INFERIOR
As = 9.18 cm2 As = 6.49 cm2fs = 5250 Kg/cm2 fs = 5250 Kg/cm2f'c = 210 Kg/cm2 f'c = 210 Kg/cm2b = 30.00 cm b = 30.00 cmd = 39.25 cm d = 39.25 cma = 9.00 cm a = 6.36 cm
Mn = 16.76 Ton-m Mn = 12.29 Ton-m
Mn = 16.76 Ton-m C
Mn = 12.29 Ton-m C
2.09 Ton
15.78 Ton
2.09 Ton
14.66 cm ( Por Calculo )12.722.8
9.81 cm
9.00 cm9
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
2.09 Ton
(Por norma)-Dual tipo 1 o
Muros Estructurales
0.17557.00 cm ( Por Calculo )19.63 cm ( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:19.00 cm □ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1 1/2 '' 5/8 '' 2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 5/8 '' 1 1/2 ''
3.25 m
30.00 cm
APOYO: CCAPA SUPERIOR CAPA INFERIOR
As = 9.18 cm2 As = 5.23 cm2fs = 5250 Kg/cm2 fs = 5250 Kg/cm2f'c = 210 Kg/cm2 f'c = 210 Kg/cm2b = 30.00 cm b = 30.00 cmd = 39.25 cm d = 39.25 cma = 9.00 cm a = 5.12 cm
Mn = 16.76 Ton-m Mn = 10.07 Ton-m
Mn = 16.76 Ton-m C
Mn = 10.07 Ton-m C
1.83 Ton
15.36 Ton
1.14 Ton
14.29 cm ( Por Calculo )12.722.8
9.81 cm
9.00 cm9
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
(Por norma)-Dual tipo 1 o
Muros Estructurales
1.14 Ton
0.17557.00 cm ( Por Calculo )19.63 cm ( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:19.00 cm □ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1 1/2 '' 1/2 ''
□ φ 3/8: 1 @ 0.05; 7 @ 0.09 ; R @ 0.19
2 1/2 '' 1 1/2 ''
3.25 m
25.00 cm
APOYO: CCAPA SUPERIOR CAPA INFERIOR
As = 3.80 cm2 As = 3.80 cm2fs = 5250 Kg/cm2 fs = 5250 Kg/cm2f'c = 210 Kg/cm2 f'c = 210 Kg/cm2b = 30.00 cm b = 30.00 cmd = 39.25 cm d = 39.25 cma = 3.73 cm a = 3.73 cm
Mn = 7.46 Ton-m Mn = 7.46 Ton-m
Mn = 7.46 Ton-m C
Mn = 7.46 Ton-m C
1.75 Ton
7.43 Ton
1.75 Ton
23.66 cm ( Por Calculo )12.722.8
9.81 cm
9.00 cm7
(Por norma)-Dual tipo 1 o
Muros Estructurales
L = 0.63 m□ φ 3/8: 1 @ 0.05; 7 @ 0.09
1.75 Ton
0.17568.41 cm ( Por Calculo )19.63 cm ( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:19.00 cm □ φ 3/8: 1 @ 0.05; 7 @ 0.09 ; R @ 0.19
2 5/8 ''
C C 1 1/2 ''
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: CCAPA SUPERIOR
As = 7.92 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 7.76 cm
Mn = 14.70 Ton-m
ESFUERZOS DE CORTE
APOYO: CVBs = -0.78 TonVBi = 14.47 Ton
APOYO: E
VCs = 0.78 TonVci = -14.47 Ton
Vmax= 14.47 Ton
ZONA DE CONFINAMIENTO
L= 2d = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vn=Vu/Ø = Vs = 14.85 TonSe toma Ø estribo = 3/8 ''
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*b*d
Vnc= Vc = 9.04 Ton ( Aporte del Concreto )Del diagrama de Corte: Z =
Vu= Ø V c = 7.69 TonØ = 0.85
FUERA DE LA ZONA DE CONFINAMIENTO
W79
Aunmento seccion tranversal o incremento el f"c
1 1/2 ''2 5/8 ''
C C 2 1/2 ''
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: CCAPA SUPERIOR
As = 9.18 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 9.00 cm
Mn = 16.76 Ton-m
ESFUERZOS DE CORTE
APOYO: CVBs = -2.09 TonVBi = 15.78 Ton
APOYO: EVCs = 2.09 TonVci = -15.78 Ton
Vmax= 15.78 Ton
ZONA DE CONFINAMIENTO
L= 2d = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vn=Vu/Ø = Vs = 16.03 TonSe toma Ø estribo = 3/8 ''
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*b*d
Vnc= Vc = 9.04 Ton ( Aporte del Concreto )Del diagrama de Corte: Z =
Vu= Ø V c = 7.69 TonØ = 0.85
FUERA DE LA ZONA DE CONFINAMIENTO
W184
Aunmento seccion tranversal o incremento el f"c
1 1/2 ''2 5/8 ''
C C 1 1/2 ''
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: CCAPA SUPERIOR
As = 9.18 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 9.00 cm
Mn = 16.76 Ton-m
ESFUERZOS DE CORTE
APOYO: CVBs = -1.83 TonVBi = 15.36 Ton
APOYO: EVCs = 1.14 TonVci = -16.05 Ton
Vmax= 16.05 Ton
ZONA DE CONFINAMIENTO
L= 2d = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vn=Vu/Ø = Vs = 16.34 TonSe toma Ø estribo = 3/8 ''
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*b*d
Vnc= Vc = 9.04 Ton ( Aporte del Concreto )Del diagrama de Corte: Z =
Vu= Ø V c = 7.69 TonØ = 0.85
FUERA DE LA ZONA DE CONFINAMIENTO
W289
Aunmento seccion tranversal o incremento el f"c
1 1/2 ''
C C 1 1/2 ''
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: CCAPA SUPERIOR
As = 3.80 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 3.73 cm
Mn = 7.46 Ton-m
ESFUERZOS DE CORTE
APOYO: CVBs = -1.75 TonVBi = 7.43 Ton
APOYO: EVCs = 1.75 TonVci = -7.43 Ton
Vmax= 7.43 Ton
ZONA DE CONFINAMIENTO
L= 2d = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vn=Vu/Ø = Vs = 7.44 TonSe toma Ø estribo = 3/8 ''
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*b*d
FUERA DE LA ZONA DE CONFINAMIENTO
W395
Aunmento seccion tranversal o incremento el f"c
Vnc= Vc = 9.08 Ton ( Aporte del Concreto )Del diagrama de Corte: Z =
Vu= Ø V c = 7.72 TonØ = 0.85
2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
3.25 mWm = 2.720 Ton/mWv = 0.650 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 5/8Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 4.213 Ton/m b = 30.00 cm
d = 39.25
APOYO:CAPA INFERIOR CAPA SUPERIOR
As = 5.23 cm2 As =fs = 5250 Kg/cm2 fs =f'c = 210 Kg/cm2 f'c =b = 30.00 cm b =d = 39.25 cm d =a = 5.12 cm a =
Mn = 10.07 Ton-m Mn =
C Mn = 14.70 Ton-m Mn =
C Mn = 10.07 Ton-m Mn =
14.47 Ton
-0.78 Ton
Vud= a distancia "d"14.47 Ton 12.63
d= 0.39
3.08 m
S = 15.82 cms=10db(Long.) S = 12.7
s=24db(Estribo) S = 22.8
s=d/4 S = 9.81 cmS = 9.00 cm
Av = 1.43 cm2 Nºestribos = 9
= 36.18 Ton Pasa
( Aporte del Concreto )3.08 m
14.47 Ton 7.69 Ton
0.81 m 2.27 mZ = 3.08 m
S = 57.00 cms=d/2 S = 19.63 cm
S = 19.00 cm
Vs = 12.37 TonVc = 9.04 Ton
Vn=Vc+Vs= 21.41050
2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
3.25 mWm = 2.720 Ton/mWv = 0.650 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 5/8Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 4.213 Ton/m b = 30.00 cm
d = 39.25
APOYO:CAPA INFERIOR CAPA SUPERIOR
As = 6.49 cm2 As =fs = 5250 Kg/cm2 fs =f'c = 210 Kg/cm2 f'c =b = 30.00 cm b =d = 39.25 cm d =a = 6.36 cm a =
Mn = 12.29 Ton-m Mn =
C Mn = 16.76 Ton-m Mn =
C Mn = 12.29 Ton-m Mn =
15.78 Ton
-2.09 Ton
Vud= a distancia "d"15.78 Ton 13.62
d= 0.39
2.87 m
S = 14.66 cms=10db(Long.) S = 12.7
s=24db(Estribo) S = 22.8
s=d/4 S = 9.81 cmS = 9.00 cm
Av = 1.43 cm2 Nºestribos = 9
= 36.18 Ton Pasa
( Aporte del Concreto )2.87 m
15.78 Ton 7.69 Ton
0.81 m 2.06 mZ = 2.87 m
S = 57.00 cms=d/2 S = 19.63 cm
S = 19.00 cm
Vs = 12.37 TonVc = 9.04 Ton
Vn=Vc+Vs= 21.41050
2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
3.25 mWm = 2.850 Ton/mWv = 0.650 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 5/8Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 4.375 Ton/m b = 30.00 cm
d = 39.25
APOYO:CAPA INFERIOR CAPA SUPERIOR
As = 5.23 cm2 As =fs = 5250 Kg/cm2 fs =f'c = 210 Kg/cm2 f'c =b = 30.00 cm b =d = 39.25 cm d =a = 5.12 cm a =
Mn = 10.07 Ton-m Mn =
C Mn = 16.76 Ton-m Mn =
C Mn = 10.07 Ton-m Mn =
15.36 Ton
-1.83 Ton
Vud= a distancia "d"16.05 Ton 13.89
d= 0.39
2.92 m
S = 14.38 cms=10db(Long.) S = 12.7
s=24db(Estribo) S = 22.8
s=d/4 S = 9.81 cmS = 9.00 cm
Av = 1.43 cm2 Nºestribos = 9
= 36.18 Ton Pasa
( Aporte del Concreto )2.92 m
16.05 Ton 7.69 Ton
0.81 m 2.11 mZ = 2.92 m
S = 57.00 cms=d/2 S = 19.63 cm
S = 19.00 cm
Vs = 12.37 TonVc = 9.04 Ton
Vn=Vc+Vs= 21.41050
2 1/2 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1 1/2 ''
3.25 mWm = 1.100 Ton/mWv = 0.300 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 1/2Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 1.750 Ton/m b = 30.00 cm
d = 39.41
APOYO:CAPA INFERIOR CAPA SUPERIOR
As = 3.80 cm2 As =fs = 5250 Kg/cm2 fs =f'c = 210 Kg/cm2 f'c =b = 30.00 cm b =d = 39.25 cm d =a = 3.73 cm a =
Mn = 7.46 Ton-m Mn =
C Mn = 7.46 Ton-m Mn =
C Mn = 7.46 Ton-m Mn =
7.43 Ton
-1.75 Ton
Vud= a distancia "d"7.43 Ton 6.33
d= 0.39
2.63 m
S = 31.70 cms=10db(Long.) S = 12.7
s=24db(Estribo) S = 22.8
s=d/4 S = 9.81 cmS = 9.00 cm
Av = 1.43 cm2 Nºestribos = 9
= 36.32 Ton Pasa
( Aporte del Concreto )2.63 m
7.43 Ton 7.72 Ton
0.81 m 1.82 mZ = 2.63 m
S = 57.00 cms=d/2 S = 19.63 cm
S = 19.00 cm
Vs = 12.37 TonVc = 9.08 Ton
Vn=Vc+Vs= 21.44708
2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 5/8 '' 1 1/2 ''
ECAPA SUPERIOR CAPA INFERIOR
7.92 cm2 As = 5.23 cm25250 Kg/cm2 fs = 5250 Kg/cm2210 Kg/cm2 f'c = 210 Kg/cm2
30.00 cm b = 30.00 cm39.25 cm d = 39.25 cm7.76 cm a = 5.12 cm
14.70 Ton-m Mn = 10.07 Ton-m
14.70 Ton-m E
10.07 Ton-m E
0.78 Ton
14.47 Ton
0.78 Ton
( Por Calculo )
( Por norma )
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
0.78 Ton
0.175( Por Calculo )( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1 1/2 ''2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 5/8 '' 2 1/2 ''
ECAPA SUPERIOR CAPA INFERIOR
9.18 cm2 As = 6.49 cm25250 Kg/cm2 fs = 5250 Kg/cm2210 Kg/cm2 f'c = 210 Kg/cm2
30.00 cm b = 30.00 cm39.25 cm d = 39.25 cm9.00 cm a = 6.36 cm
16.76 Ton-m Mn = 12.29 Ton-m
16.76 Ton-m E
12.29 Ton-m E
2.09 Ton
15.78 Ton
2.09 Ton
( Por Calculo )
( Por norma )
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
2.09 Ton
0.175( Por Calculo )( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1 1/2 ''2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 5/8 '' 2 1/2 ''
ECAPA SUPERIOR CAPA INFERIOR
9.18 cm2 As = 6.49 cm25250 Kg/cm2 fs = 5250 Kg/cm2210 Kg/cm2 f'c = 210 Kg/cm2
30.00 cm b = 30.00 cm39.25 cm d = 39.25 cm9.00 cm a = 6.36 cm
16.76 Ton-m Mn = 12.29 Ton-m
16.76 Ton-m E
12.29 Ton-m E
1.14 Ton
16.05 Ton
1.83 Ton
( Por Calculo )
( Por norma )
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
1.83 Ton
0.175( Por Calculo )( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1 1/2 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 1/2 '' 1 1/2 ''
ECAPA SUPERIOR CAPA INFERIOR
3.80 cm2 As = 3.80 cm25250 Kg/cm2 fs = 5250 Kg/cm2210 Kg/cm2 f'c = 210 Kg/cm2
30.00 cm b = 30.00 cm39.25 cm d = 39.25 cm3.73 cm a = 3.73 cm
7.46 Ton-m Mn = 7.46 Ton-m
7.46 Ton-m E
7.46 Ton-m E
1.75 Ton
7.43 Ton
1.75 Ton
( Por Calculo )
( Por norma )
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
1.75 Ton
0.175( Por Calculo )( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
E
E
E
E
1er
Niv
el2
A
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: ACAPA SUPERIOR
As = 7.92 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 7.76 cm
Mn = 14.70 Ton-m
ESFUERZOS DE CORTE
APOYO: AVBs = -0.06 TonVBi = 14.39 Ton
APOYO: C
1er
Niv
elVCs = 0.70 TonVci = -13.76 Ton
Vmax= 14.39 Ton
ZONA DE CONFINAMIENTO
L= 2h = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vns= Vn=Vu/Ø = Vs = 14.87 TonSe toma Ø estribo =
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*bw*d
Vnc= Vc = 9.04 Ton
Del diagrama de Corte:Vu= Ø V c = 7.69 Ton
Ø = 0.85
FUERA DE LA ZONA DE CONFINAMIENTO
1er
Niv
el2d
o N
ivel
2
A 1
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: ACAPA SUPERIOR
As = 9.66 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 9.47 cm
Mn = 17.50 Ton-m
ESFUERZOS DE CORTE
2do
Niv
el APOYO: AVBs = -1.64 TonVBi = 15.44 Ton
APOYO: CVCs = 1.75 TonVci = -15.33 Ton
Vmax= 15.44 Ton
ZONA DE CONFINAMIENTO
L= 2h = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vs= Vn=Vu/Ø = Vs = 15.74 TonSe toma Ø estribo =
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*bw*d
Vnc= Vc = 9.04 Ton
Del diagrama de Corte:Vu= Ø V c = 7.69 Ton
Ø = 0.85
FUERA DE LA ZONA DE CONFINAMIENTO
2do
Niv
el5t
o N
ivel
12
A 1
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: ACAPA SUPERIOR
As = 9.18 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 9.00 cm
Mn = 16.76 Ton-m
5to
Niv
el ESFUERZOS DE CORTE
APOYO: AVBs = -1.14 TonVBi = 15.36 Ton
APOYO: CVCs = 1.14 TonVci = -15.36 Ton
Vmax= 15.36 Ton
ZONA DE CONFINAMIENTO
L= 2h = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vs= Vn=Vu/Ø = Vs = 15.73 TonSe toma Ø estribo =
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*bw*d
Vnc= Vc = 9.04 Ton
Del diagrama de Corte:Vu= Ø V c = 7.69 Ton
Ø = 0.85
FUERA DE LA ZONA DE CONFINAMIENTO
5to
Niv
el6t
o N
ivel
1
A 1
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: ACAPA SUPERIOR
As = 3.80 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 3.73 cm
Mn = 7.46 Ton-m
6to
Niv
el ESFUERZOS DE CORTE
APOYO: AVBs = -1.71 TonVBi = 7.48 Ton
APOYO: CVCs = 1.71 TonVci = -7.48 Ton
Vmax= 7.48 Ton
ZONA DE CONFINAMIENTO
L= 2h = 0.70 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vs= Vn=Vu/Ø = Vs = 7.49 TonSe toma Ø estribo =
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*bw*d
FUERA DE LA ZONA DE CONFINAMIENTO
6to
Niv
elVnc= Vc = 5.65 Ton
Del diagrama de Corte:Vu= Ø V c = 4.80 Ton
Ø = 0.85
5/8 '' 2
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
Wm = 2.720 Ton/mWv = 0.650 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 5/8Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 4.213 Ton/m b =
d = 39.25
CAPA INFERIORAs = 3.96 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 3.88 cm
Mn = 7.75 Ton-m
A Mn = 14.70 Ton-m
A Mn = 7.75 Ton-m
ESFUERZOS DE CORTE
14.39 Ton
-0.06 Ton
Vud= a distancia "d"14.39 Ton 12.64
d= 0.39
3.24 m
ZONA DE CONFINAMIENTOS=Av*Fy/(3.5*bw) S = s=10db(Long.) S =
( Aporte del Concreto ) s=24db(Estribo) S =
s=d/4 S = S =
3/8 '' Av = 1.43 cm2 Nºestribos =
2.12*(F"c)^1/2*bw*d = 36.18 Ton Pasa
( Aporte del Concreto )Z = 3.24 m
14.39 Ton 7.69 Ton
0.81 m 2.42 mZ = 3.24 m
S =s=d/2 S =
S =
FUERA DE LA ZONA DE CONFINAMIENTO
F79
Aunmento seccion tranversal o incremento el f"c
Vs = 12.37 TonVc = 9.04 Ton
Vn=Vc+Vs= 21.41050
3/4 '' 2
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1/2 ''
Wm = 2.720 Ton/mWv = 0.650 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 5/8Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 4.213 Ton/m b =
d = 39.25
CAPA INFERIORAs = 5.23 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 5.12 cm
Mn = 10.07 Ton-m
A Mn = 17.50 Ton-m
A Mn = 10.07 Ton-m
ESFUERZOS DE CORTE
15.44 Ton
-1.64 Ton
Vud= a distancia "d"15.44 Ton 13.38
d= 0.39
2.94 m
ZONA DE CONFINAMIENTOS=Av*Fy/(3.5*bw) S = s=10db(Long.) S =
( Aporte del Concreto ) s=24db(Estribo) S =
s=d/4 S = S =
3/8 '' Av = 1.43 cm2 Nºestribos =
2.12*(F"c)^1/2*bw*d = 36.18 Ton Pasa
( Aporte del Concreto )Z = 2.94 m
15.44 Ton 7.69 Ton
0.81 m 2.13 mZ = 2.94 m
FUERA DE LA ZONA DE CONFINAMIENTO
F184
Aunmento seccion tranversal o incremento el f"c
S =s=d/2 S =
S =
Vs = 12.37 TonVc = 9.04 Ton
Vn=Vc+Vs= 21.41050
1/2 '' 5/8 '' 2
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1/2 ''
Wm = 2.850 Ton/mWv = 0.650 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 5/8Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 4.375 Ton/m b =
d = 39.25
CAPA INFERIORAs = 5.23 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 5.12 cm
Mn = 10.07 Ton-m
A Mn = 16.76 Ton-m
A Mn = 10.07 Ton-m
ESFUERZOS DE CORTE
15.36 Ton
-1.14 Ton
Vud= a distancia "d"15.36 Ton 13.37
d= 0.39
3.02 m
ZONA DE CONFINAMIENTOS=Av*Fy/(3.5*bw) S = s=10db(Long.) S =
( Aporte del Concreto ) s=24db(Estribo) S =
s=d/4 S = S =
3/8 '' Av = 1.43 cm2 Nºestribos =
2.12*(F"c)^1/2*bw*d = 36.18 Ton Pasa
( Aporte del Concreto )Z = 3.02 m
15.36 Ton 7.69 Ton
FUERA DE LA ZONA DE CONFINAMIENTO
F289
Aunmento seccion tranversal o incremento el f"c
0.81 m 2.21 mZ = 3.02 m
S =s=d/2 S =
S =
Vs = 12.37 TonVc = 9.04 Ton
Vn=Vc+Vs= 21.41050
1/2 ''2
□ φ 3/8: 1 @ 0.05; 7 @ 0.09 ; R @ 0.19
1/2 '' 1 1/2 ''
Wm = 1.100 Ton/mWv = 0.320 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 35.00 cm
Ø varilla = 1/2Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 1.775 Ton/m b =
d = 29.41
CAPA INFERIORAs = 3.80 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 3.73 cm
Mn = 7.46 Ton-m
A Mn = 7.46 Ton-m
A Mn = 7.46 Ton-m
ESFUERZOS DE CORTE
7.48 Ton
-1.71 Ton
Vud= a distancia "d"7.48 Ton 6.37
d= 0.39
2.65 m
ZONA DE CONFINAMIENTOS=Av*Fy/(3.5*bw) S = s=10db(Long.) S =
( Aporte del Concreto ) s=24db(Estribo) S =
s=d/4 S = S =
3/8 '' Av = 1.43 cm2 Nºestribos =
2.12*(F"c)^1/2*bw*d = 22.59 Ton Pasa
FUERA DE LA ZONA DE CONFINAMIENTO
F395
Aunmento seccion tranversal o incremento el f"c
( Aporte del Concreto )Z = 2.65 m
7.48 Ton 4.80 Ton
0.63 m 2.02 mZ = 2.65 m
S =s=d/2 S =
S =
Vs = 12.37 TonVc = 5.65 Ton
Vn=Vc+Vs= 18.01344
1 1/2 '' 5/8 '' 2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 5/8 ''
3.25 m
30.00 cm
APOYO: CCAPA SUPERIOR CAPA INFERIOR
As = 9.18 cm2 As = 3.96 cm2fs = 5250 Kg/cm2 fs = 5250 Kg/cm2f'c = 210 Kg/cm2 f'c = 210 Kg/cm2b = 30.00 cm b = 30.00 cmd = 39.25 cm d = 39.25 cma = 9.00 cm a = 3.88 cm
Mn = 16.76 Ton-m Mn = 7.75 Ton-m
Mn = 16.76 Ton-m C
Mn = 7.75 Ton-m C
0.70 Ton
13.76 Ton
0.06 Ton
15.80 cm ( Por Calculo )12.722.8
9.81 cm
9.00 cm9
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
0.06 Ton
0.17557.00 cm ( Por Calculo )19.63 cm ( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:19.00 cm □ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
(Por norma)-Dual tipo 1 o
Muros Estructurales
5/8 '' 3 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 5/8 '' 1 1/2 ''
3.25 m
30.00 cm
APOYO: CCAPA SUPERIOR CAPA INFERIOR
As = 9.90 cm2 As = 5.23 cm2fs = 5250 Kg/cm2 fs = 5250 Kg/cm2f'c = 210 Kg/cm2 f'c = 210 Kg/cm2b = 30.00 cm b = 30.00 cmd = 39.25 cm d = 39.25 cma = 9.70 cm a = 5.12 cm
Mn = 17.87 Ton-m Mn = 10.07 Ton-m
Mn = 17.87 Ton-m C
Mn = 10.07 Ton-m C
1.75 Ton
15.33 Ton
1.64 Ton
14.93 cm ( Por Calculo )12.722.8
9.81 cm
9.00 cm9
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
1.64 Ton
(Por norma)-Dual tipo 1 o
Muros Estructurales
0.17557.00 cm ( Por Calculo )19.63 cm ( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:19.00 cm □ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1 1/2 '' 5/8 '' 2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 5/8 '' 1 1/2 ''
3.25 m
30.00 cm
APOYO: CCAPA SUPERIOR CAPA INFERIOR
As = 9.18 cm2 As = 5.23 cm2fs = 5250 Kg/cm2 fs = 5250 Kg/cm2f'c = 210 Kg/cm2 f'c = 210 Kg/cm2b = 30.00 cm b = 30.00 cmd = 39.25 cm d = 39.25 cma = 9.00 cm a = 5.12 cm
Mn = 16.76 Ton-m Mn = 10.07 Ton-m
Mn = 16.76 Ton-m C
Mn = 10.07 Ton-m C
1.14 Ton
15.36 Ton
1.14 Ton
14.94 cm ( Por Calculo )12.722.8
9.81 cm
9.00 cm9
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
(Por norma)-Dual tipo 1 o
Muros Estructurales
1.14 Ton
0.17557.00 cm ( Por Calculo )19.63 cm ( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:19.00 cm □ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1 1/2 '' 1/2 ''
□ φ 3/8: 1 @ 0.05; 7 @ 0.09 ; R @ 0.19
2 1/2 '' 1 1/2 ''
3.25 m
25.00 cm
APOYO: CCAPA SUPERIOR CAPA INFERIOR
As = 3.80 cm2 As = 3.80 cm2fs = 5250 Kg/cm2 fs = 5250 Kg/cm2f'c = 210 Kg/cm2 f'c = 210 Kg/cm2b = 30.00 cm b = 30.00 cmd = 39.25 cm d = 39.25 cma = 3.73 cm a = 3.73 cm
Mn = 7.46 Ton-m Mn = 7.46 Ton-m
Mn = 7.46 Ton-m C
Mn = 7.46 Ton-m C
1.71 Ton
7.48 Ton
1.71 Ton
23.51 cm ( Por Calculo )12.722.8
9.81 cm
9.00 cm7
(Por norma)-Dual tipo 1 o
Muros Estructurales
L = 0.63 m□ φ 3/8: 1 @ 0.05; 7 @ 0.09
1.71 Ton
0.17568.41 cm ( Por Calculo )19.63 cm ( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:19.00 cm □ φ 3/8: 1 @ 0.05; 7 @ 0.09 ; R @ 0.19
1 1/2 ''2 5/8 ''
C C
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: CCAPA SUPERIOR
As = 9.18 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 9.00 cm
Mn = 16.76 Ton-m
ESFUERZOS DE CORTE
APOYO: CVBs = -0.70 TonVBi = 13.76 Ton
APOYO: E
VCs = 0.06 TonVci = -14.39 Ton
Vmax= 14.39 Ton
ZONA DE CONFINAMIENTO
L= 2d = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vn=Vu/Ø = Vs = 14.78 TonSe toma Ø estribo = 3/8 ''
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*b*d
Vnc= Vc = 9.04 Ton ( Aporte del Concreto )Del diagrama de Corte: Z =
Vu= Ø V c = 7.69 TonØ = 0.85
FUERA DE LA ZONA DE CONFINAMIENTO
W79
Aunmento seccion tranversal o incremento el f"c
3 5/8 ''
C C 1 1/2 ''
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: CCAPA SUPERIOR
As = 9.90 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 9.70 cm
Mn = 17.87 Ton-m
ESFUERZOS DE CORTE
APOYO: CVBs = -1.75 TonVBi = 15.33 Ton
APOYO: EVCs = 1.64 TonVci = -15.44 Ton
Vmax= 15.44 Ton
ZONA DE CONFINAMIENTO
L= 2d = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vn=Vu/Ø = Vs = 15.72 TonSe toma Ø estribo = 3/8 ''
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*b*d
Vnc= Vc = 9.04 Ton ( Aporte del Concreto )Del diagrama de Corte: Z =
Vu= Ø V c = 7.69 TonØ = 0.85
FUERA DE LA ZONA DE CONFINAMIENTO
W184
Aunmento seccion tranversal o incremento el f"c
1 1/2 ''2 5/8 ''
C C 1 1/2 ''
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: CCAPA SUPERIOR
As = 9.18 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 9.00 cm
Mn = 16.76 Ton-m
ESFUERZOS DE CORTE
APOYO: CVBs = -1.14 TonVBi = 15.36 Ton
APOYO: EVCs = 1.14 TonVci = -15.36 Ton
Vmax= 15.36 Ton
ZONA DE CONFINAMIENTO
L= 2d = 0.90 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vn=Vu/Ø = Vs = 15.73 TonSe toma Ø estribo = 3/8 ''
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*b*d
Vnc= Vc = 9.04 Ton ( Aporte del Concreto )Del diagrama de Corte: Z =
Vu= Ø V c = 7.69 TonØ = 0.85
FUERA DE LA ZONA DE CONFINAMIENTO
W289
Aunmento seccion tranversal o incremento el f"c
1 1/2 ''
C C 1 1/2 ''
Diam("). Diam(cm). As (cm2)
Φ 3/8 0.95 0.71Φ 1/2 1.27 1.29Φ 5/8 1.59 1.98Φ 3/4 1.91 2.85 Φ 1 2.54 5.1
APOYO: CCAPA SUPERIOR
As = 3.80 cm2fs = 5250 Kg/cm2f'c = 210 Kg/cm2b = 30.00 cmd = 39.25 cma = 3.73 cm
Mn = 7.46 Ton-m
ESFUERZOS DE CORTE
APOYO: CVBs = -1.71 TonVBi = 7.48 Ton
APOYO: EVCs = 1.71 TonVci = -7.48 Ton
Vmax= 7.48 Ton
ZONA DE CONFINAMIENTO
L= 2d = 0.70 mVc = 0 ( Aporte del Concreto )Ø = 0.85
Vn=Vu/Ø = Vs = 7.49 TonSe toma Ø estribo = 3/8 ''
VERIFICACIÒN
Si: Vs> 2.12*(F"c)^1/2*b*d
FUERA DE LA ZONA DE CONFINAMIENTO
W395
Aunmento seccion tranversal o incremento el f"c
Vnc= Vc = 5.65 Ton ( Aporte del Concreto )Del diagrama de Corte: Z =
Vu= Ø V c = 4.80 TonØ = 0.85
2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
3.25 mWm = 2.720 Ton/mWv = 0.650 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 5/8Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 4.213 Ton/m b = 30.00 cm
d = 39.25
APOYO:CAPA INFERIOR CAPA SUPERIOR
As = 3.96 cm2 As =fs = 5250 Kg/cm2 fs =f'c = 210 Kg/cm2 f'c =b = 30.00 cm b =d = 39.25 cm d =a = 3.88 cm a =
Mn = 7.75 Ton-m Mn =
C Mn = 16.76 Ton-m Mn =
C Mn = 7.75 Ton-m Mn =
13.76 Ton
-0.70 Ton
Vud= a distancia "d"14.39 Ton 12.57
d= 0.39
3.10 m
S = 15.89 cms=10db(Long.) S = 12.7
s=24db(Estribo) S = 22.8
s=d/4 S = 9.81 cmS = 9.00 cm
Av = 1.43 cm2 Nºestribos = 9
= 36.18 Ton Pasa
( Aporte del Concreto )3.10 m
14.39 Ton 7.69 Ton
0.81 m 2.29 mZ = 3.10 m
S = 57.00 cms=d/2 S = 19.63 cm
S = 19.00 cm
Vs = 12.37 TonVc = 9.04 Ton
Vn=Vc+Vs= 21.41050
2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
3.25 mWm = 2.720 Ton/mWv = 0.650 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 5/8Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 4.213 Ton/m b = 30.00 cm
d = 39.25
APOYO:CAPA INFERIOR CAPA SUPERIOR
As = 5.23 cm2 As =fs = 5250 Kg/cm2 fs =f'c = 210 Kg/cm2 f'c =b = 30.00 cm b =d = 39.25 cm d =a = 5.12 cm a =
Mn = 10.07 Ton-m Mn =
C Mn = 17.87 Ton-m Mn =
C Mn = 10.07 Ton-m Mn =
15.33 Ton
-1.75 Ton
Vud= a distancia "d"15.44 Ton 13.37
d= 0.39
2.92 m
S = 14.94 cms=10db(Long.) S = 12.7
s=24db(Estribo) S = 22.8
s=d/4 S = 9.81 cmS = 9.00 cm
Av = 1.43 cm2 Nºestribos = 9
= 36.18 Ton Pasa
( Aporte del Concreto )2.92 m
15.44 Ton 7.69 Ton
0.81 m 2.11 mZ = 2.92 m
S = 57.00 cms=d/2 S = 19.63 cm
S = 19.00 cm
Vs = 12.37 TonVc = 9.04 Ton
Vn=Vc+Vs= 21.41050
2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
3.25 mWm = 2.850 Ton/mWv = 0.650 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 45.00 cm
Ø varilla = 5/8Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 4.375 Ton/m b = 30.00 cm
d = 39.25
APOYO:CAPA INFERIOR CAPA SUPERIOR
As = 5.23 cm2 As =fs = 5250 Kg/cm2 fs =f'c = 210 Kg/cm2 f'c =b = 30.00 cm b =d = 39.25 cm d =a = 5.12 cm a =
Mn = 10.07 Ton-m Mn =
C Mn = 16.76 Ton-m Mn =
C Mn = 10.07 Ton-m Mn =
15.36 Ton
-1.14 Ton
Vud= a distancia "d"15.36 Ton 13.37
d= 0.39
3.02 m
S = 14.94 cms=10db(Long.) S = 12.7
s=24db(Estribo) S = 22.8
s=d/4 S = 9.81 cmS = 9.00 cm
Av = 1.43 cm2 Nºestribos = 9
= 36.18 Ton Pasa
( Aporte del Concreto )3.02 m
15.36 Ton 7.69 Ton
0.81 m 2.21 mZ = 3.02 m
S = 57.00 cms=d/2 S = 19.63 cm
S = 19.00 cm
Vs = 12.37 TonVc = 9.04 Ton
Vn=Vc+Vs= 21.41050
2 1/2 ''
□ φ 3/8: 1 @ 0.05; 7 @ 0.09 ; R @ 0.19
1 1/2 ''
3.25 mWm = 1.100 Ton/mWv = 0.320 Ton/mf'c = 210 Kg/cm2fy = 4200 Kg/cm2 h = 35.00 cm
Ø varilla = 1/2Ø estribo = 3/8Nº capas = 1
recub = 4.00 cmWu = 1.775 Ton/m b = 25.00 cm
d = 29.41
APOYO:CAPA INFERIOR CAPA SUPERIOR
As = 3.80 cm2 As =fs = 5250 Kg/cm2 fs =f'c = 210 Kg/cm2 f'c =b = 30.00 cm b =d = 39.25 cm d =a = 3.73 cm a =
Mn = 7.46 Ton-m Mn =
C Mn = 7.46 Ton-m Mn =
C Mn = 7.46 Ton-m Mn =
7.48 Ton
-1.71 Ton
Vud= a distancia "d"7.48 Ton 6.37
d= 0.39
2.65 m
S = 23.51 cms=10db(Long.) S = 12.7
s=24db(Estribo) S = 22.8
s=d/4 S = 9.81 cmS = 9.00 cm
Av = 1.43 cm2 Nºestribos = 7
= 22.59 Ton Pasa
( Aporte del Concreto )2.65 m
7.48 Ton 4.80 Ton
0.63 m 2.02 mZ = 2.65 m
S = 68.41 cms=d/2 S = 19.63 cm
S = 19.00 cm
Vs = 12.37 TonVc = 5.65 Ton
Vn=Vc+Vs= 18.01344
2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 5/8 ''
ECAPA SUPERIOR CAPA INFERIOR
7.92 cm2 As = 3.96 cm25250 Kg/cm2 fs = 5250 Kg/cm2210 Kg/cm2 f'c = 210 Kg/cm2
30.00 cm b = 30.00 cm39.25 cm d = 39.25 cm7.76 cm a = 3.88 cm
14.70 Ton-m Mn = 7.75 Ton-m
14.70 Ton-m E
7.75 Ton-m E
0.06 Ton
14.39 Ton
0.70 Ton
( Por Calculo )
( Por norma )
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
0.70 Ton
0.175( Por Calculo )( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 3/4 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 5/8 '' 1 1/2 ''
ECAPA SUPERIOR CAPA INFERIOR
9.66 cm2 As = 5.23 cm25250 Kg/cm2 fs = 5250 Kg/cm2210 Kg/cm2 f'c = 210 Kg/cm2
30.00 cm b = 30.00 cm39.25 cm d = 39.25 cm9.47 cm a = 5.12 cm
17.50 Ton-m Mn = 10.07 Ton-m
17.50 Ton-m E
10.07 Ton-m E
1.64 Ton
15.44 Ton
1.75 Ton
( Por Calculo )
( Por norma )
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
1.75 Ton
0.175( Por Calculo )( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1 1/2 ''2 5/8 ''
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
2 5/8 '' 1 1/2 ''
ECAPA SUPERIOR CAPA INFERIOR
9.18 cm2 As = 5.23 cm25250 Kg/cm2 fs = 5250 Kg/cm2210 Kg/cm2 f'c = 210 Kg/cm2
30.00 cm b = 30.00 cm39.25 cm d = 39.25 cm9.00 cm a = 5.12 cm
16.76 Ton-m Mn = 10.07 Ton-m
16.76 Ton-m E
10.07 Ton-m E
1.14 Ton
15.36 Ton
1.14 Ton
( Por Calculo )
( Por norma )
L = 0.81 m□ φ 3/8: 1 @ 0.05; 9 @ 0.09
1.14 Ton
0.175( Por Calculo )( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:
□ φ 3/8: 1 @ 0.05; 9 @ 0.09 ; R @ 0.19
1 1/2 ''
□ φ 3/8: 1 @ 0.05; 7 @ 0.09 ; R @ 0.19
2 1/2 '' 1 1/2 ''
ECAPA SUPERIOR CAPA INFERIOR
3.80 cm2 As = 3.80 cm25250 Kg/cm2 fs = 5250 Kg/cm2210 Kg/cm2 f'c = 210 Kg/cm2
30.00 cm b = 30.00 cm39.25 cm d = 39.25 cm3.73 cm a = 3.73 cm
7.46 Ton-m Mn = 7.46 Ton-m
7.46 Ton-m E
7.46 Ton-m E
1.71 Ton
7.48 Ton
1.71 Ton
( Por Calculo )
( Por norma )
L = 0.63 m□ φ 3/8: 1 @ 0.05; 7 @ 0.09
1.71 Ton
0.175( Por Calculo )( Por norma ) DISTRIBUCIÓN DE ESTRIBOS:
□ φ 3/8: 1 @ 0.05; 7 @ 0.09 ; R @ 0.19
E
E
E
E
