corte primario 4 5 6
DESCRIPTION
DISELO POR FUERZA CORTANTETRANSCRIPT
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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6to
Niv
elVnc= Vc = 5.65 Ton
Del diagrama de Corte:Vu= Ø V c = 4.80 Ton
Ø = 0.85
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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
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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
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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
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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
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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
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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
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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
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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
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( 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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
![Page 32: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/32.jpg)
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
![Page 33: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/33.jpg)
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
![Page 34: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/34.jpg)
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
![Page 35: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/35.jpg)
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
![Page 36: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/36.jpg)
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
![Page 37: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/37.jpg)
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
![Page 38: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/38.jpg)
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
![Page 39: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/39.jpg)
Vnc= Vc = 9.08 Ton ( Aporte del Concreto )Del diagrama de Corte: Z =
Vu= Ø V c = 7.72 TonØ = 0.85
![Page 40: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/40.jpg)
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
![Page 41: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/41.jpg)
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
![Page 42: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/42.jpg)
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 =
![Page 43: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/43.jpg)
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
![Page 44: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/44.jpg)
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 =
![Page 45: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/45.jpg)
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
![Page 46: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/46.jpg)
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 =
![Page 47: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/47.jpg)
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
![Page 48: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/48.jpg)
( 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
![Page 49: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/49.jpg)
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
![Page 50: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/50.jpg)
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
![Page 51: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/51.jpg)
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
![Page 52: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/52.jpg)
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
![Page 53: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/53.jpg)
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
![Page 54: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/54.jpg)
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
![Page 55: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/55.jpg)
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
![Page 56: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/56.jpg)
7.46 Ton-m E
7.46 Ton-m E
1.75 Ton
7.43 Ton
1.75 Ton
( Por Calculo )
( Por norma )
![Page 57: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/57.jpg)
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
![Page 58: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/58.jpg)
![Page 59: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/59.jpg)
E
![Page 60: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/60.jpg)
E
![Page 61: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/61.jpg)
E
![Page 62: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/62.jpg)
E
![Page 63: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/63.jpg)
![Page 64: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/64.jpg)
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
![Page 65: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/65.jpg)
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
![Page 66: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/66.jpg)
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
![Page 67: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/67.jpg)
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
![Page 68: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/68.jpg)
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
![Page 69: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/69.jpg)
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
![Page 70: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/70.jpg)
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
![Page 71: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/71.jpg)
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
![Page 72: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/72.jpg)
6to
Niv
elVnc= Vc = 5.65 Ton
Del diagrama de Corte:Vu= Ø V c = 4.80 Ton
Ø = 0.85
![Page 73: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/73.jpg)
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
![Page 74: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/74.jpg)
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
![Page 75: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/75.jpg)
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
![Page 76: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/76.jpg)
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
![Page 77: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/77.jpg)
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
![Page 78: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/78.jpg)
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
![Page 79: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/79.jpg)
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
![Page 80: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/80.jpg)
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
![Page 81: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/81.jpg)
( 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
![Page 82: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/82.jpg)
![Page 83: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/83.jpg)
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
![Page 84: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/84.jpg)
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
![Page 85: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/85.jpg)
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
![Page 86: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/86.jpg)
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
![Page 87: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/87.jpg)
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
![Page 88: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/88.jpg)
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
![Page 89: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/89.jpg)
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
![Page 90: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/90.jpg)
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
![Page 91: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/91.jpg)
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
![Page 92: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/92.jpg)
![Page 93: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/93.jpg)
![Page 94: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/94.jpg)
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
![Page 95: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/95.jpg)
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
![Page 96: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/96.jpg)
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
![Page 97: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/97.jpg)
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
![Page 98: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/98.jpg)
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
![Page 99: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/99.jpg)
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
![Page 100: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/100.jpg)
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
![Page 101: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/101.jpg)
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
![Page 102: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/102.jpg)
Vnc= Vc = 5.65 Ton ( Aporte del Concreto )Del diagrama de Corte: Z =
Vu= Ø V c = 4.80 TonØ = 0.85
![Page 103: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/103.jpg)
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
![Page 104: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/104.jpg)
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
![Page 105: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/105.jpg)
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 =
![Page 106: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/106.jpg)
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
![Page 107: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/107.jpg)
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 =
![Page 108: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/108.jpg)
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
![Page 109: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/109.jpg)
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 =
![Page 110: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/110.jpg)
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
![Page 111: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/111.jpg)
( 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
![Page 112: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/112.jpg)
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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
![Page 114: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/114.jpg)
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
![Page 115: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/115.jpg)
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
![Page 116: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/116.jpg)
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
![Page 117: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/117.jpg)
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
![Page 118: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/118.jpg)
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
![Page 119: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/119.jpg)
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
![Page 120: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/120.jpg)
7.46 Ton-m E
7.46 Ton-m E
1.71 Ton
7.48 Ton
1.71 Ton
( Por Calculo )
( Por norma )
![Page 121: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/121.jpg)
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
![Page 122: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/122.jpg)
![Page 123: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/123.jpg)
E
![Page 124: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/124.jpg)
E
![Page 125: Corte Primario 4 5 6](https://reader034.vdocuments.mx/reader034/viewer/2022042717/563db7d1550346aa9a8e352d/html5/thumbnails/125.jpg)
E
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E
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