diseño de vigas aci 01
TRANSCRIPT
DISEÑO DE VIGA
7.20
b = 30 f'c = 210 Kg/cm2h = 45 r = 6
s/c = 250 Kg/m2d = 39.00
B tributario = 1.80
losah= 0.20 cm
peso= 300 Kg/m2
Peso propio viga = 0.32 Tn/mlAligerado = 0.45 Tn/ml
Peso acabado = 0.18 Tn/mlTabiqueria = 0.27 Tn/ml
---------------WD : 1.22 Tn/ml
Sobrecarga : 0.25 Tn/m2
Wl = 0.45 Tn/ml
Wu = 2.48 Tn/ml
Wu = 2.48 Tn/ml
TRAMO 1-2
M+ = 12.85 Tn.ml
TRAMO 1
M- = 8.03 Tn.mlTRAMO 2
M- = 8.03 Tn.ml
cp
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
12.85*100000= 0.9*210*30d²*0.2*(1-0.59*0.2) Mmax.res=d²= 1284.76 d²=d= 35.84 cm d²=
d=h= 41.84 h== 45.00h= 0.45
USAR : 30*0.45
AREA DE ACERO : TRAMO CENTRAL
MuA= 12.85 Tn.ml fy= 4200a= 0.2d
a= 7.168 As= Mu*100Ofy(d-a/2)
As= 1285000.0121927.68
As= 10.54 cm2
a= 8.27
Si a= 8.43
As= 1285000.0119542.5
As= 10.75a= 8.43 4Φ 3/4" 11.36
Φf'cbd2w(1-0.59w)
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 10.7530*35.84
p= 0.0100 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYOSPOR TANTEOS¨:
MuA= 8.03 Tn.ml fy= 4200a= 0.2d
a= 7.168 As= Mu*100Ofy(d-a/2)
As= 803066.4121927.68
As= 6.59 cm2
a= 5.17
Si a= 5
As= 803066.4126025.2
As= 6.37 3Φ 3/4"a= 5.00
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 6.3730*35.84
p= 0.0059 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
RECALCULANDO AREA ACERO (CUANTIA MINIMA)As = pbdAs = 3.55 cm2 3Φ 3/4"
3Φ 3/4" 3Φ 3/4"
0 0
d²25
0.166f'cbd2 =3686173.26 ( )1228.72442 -
35.05 d41.05
*
*
DISEÑO DE VIGA
1 2 3
5.58 1.2
b = 30 f'c = 210 Kg/cm2h = 35 r = 4
s/c = 250 Kg/m2d = 31.00
B tributario = 3.00
losah= 20.000 cm
peso= 300 Kg/m2
Peso propio viga = 0.25 Tn/mlAligerado = 0.81 Tn/ml
Peso acabado = 0.30 Tn/mlTabiqueria = 0.45 Tn/ml
---------------WD : 1.81 Tn/ml
Sobrecarga : 0.25 Tn/m2
Wl = 0.75 Tn/ml
Wu = 3.81 Tn/ml
Wu = 3.81 Tn/ml
TRAMO 1-2
M+ = 8.46 Tn.ml
TRAMO 1
M- = 7.40 Tn.mlTRAMO 2
M- = 11.85 Tn.ml
TRAMO 2-3
cp
cp
M+ = 0.39 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
8.46*100000= 0.9*210*30d²*0.2*(1-0.59*0.2) Mmax.res=d²= 845.84 d²=d= 29.08 cm d²=
d=h= 35.08 h== 35.00h= 0.35
USAR : 30*0.35
AREA DE ACERO : TRAMO CENTRAL
MuA= 8.46 Tn.ml fy= 4200a= 0.2d
a= 5.816 As= Mu*100Ofy(d-a/2)
As= 846000.098930.16
As= 8.55 cm2
a= 6.71
Si a= 6.84 O.K
Φf'cbd2w(1-0.59w)
As= 846000.096994.8
AREA REAL
As= 8.72 4Φ 1/2"a= 6.84
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 8.7230*29.08
p= 0.0100 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 7.40 Tn.ml fy= 4200a= 0.2d
a= 5.816 As= Mu*100Ofy(d-a/2)
As= 740457.098930.16
As= 7.48 cm2
a= 5.87
Si a= 3.44
As= 740457.0103420.8
As= 7.16 2Φ 5/8a= 5.62
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 7.1630*29.08
p= 0.0082 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 11.85 cm2 fy= 4200a= 0.2d
a= 5.816 As= Mu*100Ofy(d-a/2)
As= 1184731.398930.16
As= 11.98 cm2
a= 9.4
Si a= 10.27
As= 1184731.390512.1
As= 13.09 3Φ 3/4a= 10.27
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 13.0930*29.08
p= 0.0150 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4
cp
d²25
0.166f'cbd2 =2426850.26 ( )
808.950086667 -28.44 d34.44
*
*
*
DISEÑO DE VIGA
1 2 3
4.10 1.65
b = 15 f'c = 210 Kg/cm2h = 30 r = 4
s/c = 100 Kg/m2d = 26.00
B tributario = 0.55
losah= 7.500 cm
peso= 100 Kg/m2
Peso propio viga = 0.11 Tn/mlAligerado = 0.04 Tn/ml
Peso acabado = 0.06 Tn/mlTabiqueria = Tn/ml
---------------WD : 0.20 Tn/ml
Sobrecarga : 0.1 Tn/m2
Wl = 0.06 Tn/ml
Wu = 0.38 Tn/ml
Wu = 0.38 Tn/ml
TRAMO 1-2
M+ = 0.45 Tn.ml
TRAMO 1
M- = 0.40 Tn.mlTRAMO 2
M- = 0.63 Tn.ml
TRAMO 2-3
cp
cp
M+ = 0.07 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
0.45*100000= 0.9*210*15d²*0.2*(1-0.59*0.2) Mmax.res=d²= 89.98 d²=d= 9.49 cm d²=
d=h= 15.49 h== 30.00h= 0.30
USAR : 15*0.3
AREA DE ACERO : TRAMO CENTRAL
MuA= 0.45 Tn.ml fy= 4200a= 0.2d
a= 1.898 As= Mu*100Ofy(d-a/2)
As= 45000.032284.98
As= 1.39 cm2
a= 2.18
Si a= 2.23
Φf'cbd2w(1-0.59w)
As= 45000.031657.5
AREA REAL
As= 1.42 2Φ 3/8" 6a= 2.23
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 1.4215*9.49
p= 0.0100 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 0.40 Tn.ml fy= 4200a= 0.2d
a= 1.898 As= Mu*100Ofy(d-a/2)
As= 39682.132284.98
As= 1.23 cm2
a= 1.93
Si a= 3.44
As= 39682.129370.6
As= 1.35 2Φ 5/8a= 2.12
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 1.3515*9.49
p= 0.0095 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 0.63 cm2 fy= 4200a= 0.2d
a= 1.898 As= Mu*100Ofy(d-a/2)
As= 63491.432284.98
As= 1.97 cm2
a= 3.09
Si a= 5.23
As= 63491.425987.5
As= 2.44 3Φ 3/4a= 3.83
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 2.4415*9.49
p= 0.0171 > 0.0033 VERIFICAR
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4
cp
d²25
0.166f'cbd2 =129087.78 ( )86.05852 -
9.28 d15.28
*
*
*
DISEÑO DE VIGA
1 2 3
4.10 1.65
b = 30 f'c = 210 Kg/cm2h = 30 r = 4
s/c = 150 Kg/m2d = 26.00
B tributario = 3.10
losah= 20.000 cm
peso= 300 Kg/m2
Peso propio viga = 0.22 Tn/mlAligerado = 0.84 Tn/ml
Peso acabado = 0.31 Tn/mlTabiqueria = Tn/ml
---------------WD : 1.37 Tn/ml
Sobrecarga : 0.15 Tn/m2
Wl = 0.46 Tn/ml
Wu = 2.70 Tn/ml
Wu = 2.70 Tn/ml
TRAMO 1-2
M+ = 3.25 Tn.ml
TRAMO 1
M- = 2.84 Tn.mlTRAMO 2
M- = 4.54 Tn.ml
TRAMO 2-3
cp
cp
M+ = 0.53 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
3.25*100000= 0.9*210*30d²*0.2*(1-0.59*0.2) Mmax.res=d²= 324.94 d²=d= 18.03 cm d²=
d=h= 24.03 h== 30.00h= 0.30
USAR : 30*0.3
AREA DE ACERO : TRAMO CENTRAL
MuA= 3.25 Tn.ml fy= 4200a= 0.2d
a= 3.606 As= Mu*100Ofy(d-a/2)
As= 325000.061338.06
As= 5.3 cm2
a= 4.16
Si a= 4.24
Φf'cbd2w(1-0.59w)
As= 325000.060139.8
AREA REAL
As= 5.4 3Φ 5/8" 6a= 4.24
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 5.430*18.03
p= 0.0100 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 2.84 Tn.ml fy= 4200a= 0.2d
a= 3.606 As= Mu*100Ofy(d-a/2)
As= 283973.461338.06
As= 4.63 cm2
a= 3.63
Si a= 3.44
As= 283973.461651.8
As= 4.61 2Φ 5/8a= 3.62
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 4.6130*18.03
p= 0.0085 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 4.54 cm2 fy= 4200a= 0.2d
a= 3.606 As= Mu*100Ofy(d-a/2)
As= 454357.561338.06
As= 7.41 cm2
a= 5.81
Si a= 5.23
As= 454357.558268.7
As= 7.8 3Φ 3/4a= 6.12
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 7.830*18.03
p= 0.0144 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4
cp
d²25
0.166f'cbd2 =932300.63 ( )
310.766876667 -17.63 d23.63
*
*
*
DISEÑO DE VIGA
1 2 3
2.80 4.425
b = 25 f'c = 210 Kg/cm2h = 30 r = 4
s/c = 200 Kg/m2d = 24.00
B tributario = 1.85
losah= 0.200 cm
peso= 300 Kg/m2
Peso propio viga = 0.18 Tn/mlAligerado = 0.48 Tn/ml
Peso acabado = 0.19 Tn/mlTabiqueria = 0.28 Tn/ml
---------------WD : 1.12 Tn/ml
Sobrecarga : 0.2 Tn/m2
Wl = 0.37 Tn/ml
Wu = 2.20 Tn/ml
Wu = 2.20 Tn/ml
TRAMO 1-2
M+ = 1.23 Tn.ml
TRAMO 1
M- = 1.08 Tn.mlTRAMO 2
M- = 4.79 Tn.ml
TRAMO 3
cp
cp
M- = 2.69 Tn.ml
TRAMO 2-3
M+ = 3.08 Tn.ml
Momentos MayoresM+= 3.08 Tn.mlM-= 4.79 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
3.08*100000= 0.9*210*25d²*0.2*(1-0.59*0.2) Mmax.res=d²= 369.53 d²=d= 19.22 cm d²=
d=h= 25.22 h== 30.00 d= 24.00h= 0.30
USAR : 25*0.3
AREA DE ACERO : TRAMO CENTRAL
MuA= 2.69 Tn.ml fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 269000.081648
As= 3.29 cm2
Φf'cbd2w(1-0.59w)
a= 3.1
Si a= 2.97
As= 269000.085106.7
AREA REAL
As= 3.16 3Φ 5/8" 6a= 2.97
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 3.1625*24
p= 0.0053 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 2.15 Tn.ml fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 215000.081648
As= 2.63 cm2
a= 2.48
Si a= 4.89
As= 215000.081477.9
As= 2.64 2Φ 5/8a= 2.48
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 2.6425*24
p= 0.0044 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 4.79 cm2 fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 478746.381648
As= 5.86 cm2
a= 5.52
Si a= 4.9
As= 478746.381459
As= 5.88 3Φ 3/4a= 5.53
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 5.8825*24
p= 0.0098 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4
h(l/12)= 0.36875
cp
d²25
0.166f'cbd2 =883534.14 ( )
353.413656 -18.8 d24.8
*
*
*
DISEÑO DE VIGA
1 2 3
2.775 4.375
b = 25 f'c = 210 Kg/cm2h = 30 r = 4
s/c = 200 Kg/m2d = 24.00
B tributario = 2.58
losah= 0.200 cm
peso= 300 Kg/m2
Peso propio viga = 0.18 Tn/mlAligerado = 0.70 Tn/ml
Peso acabado = 0.26 Tn/mlTabiqueria = 0.39 Tn/ml
---------------WD : 1.52 Tn/ml
Sobrecarga : 0.2 Tn/m2
Wl = 0.52 Tn/ml
Wu = 3.01 Tn/ml
Wu = 3.01 Tn/ml
TRAMO 1-2
M+ = 1.65 Tn.ml
TRAMO 1
M- = 1.45 Tn.mlTRAMO 2
M- = 6.39 Tn.ml
TRAMO 3
cp
cp
M- = 3.60 Tn.ml
TRAMO 2-3
M+ = 4.11 Tn.ml
Momentos MayoresM+= 4.11 Tn.mlM-= 6.39 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
4.11*100000= 0.9*210*25d²*0.2*(1-0.59*0.2) Mmax.res=d²= 493.11 d²=d= 22.21 cm d²=
d=h= 28.21 h== 30.00 d= 24.00h= 0.30
USAR : 25*0.3
AREA DE ACERO : TRAMO CENTRAL
MuA= 6.39 Tn.ml fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 639000.081648
As= 7.83 cm2
Φf'cbd2w(1-0.59w)
a= 7.37
Si a= 7.94
As= 639000.075713.4
AREA REAL
As= 8.44 3Φ 5/8" 6a= 7.94
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 8.4425*24
p= 0.0141 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 2.15 Tn.ml fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 215000.081648
As= 2.63 cm2
a= 2.48
Si a= 4.89
As= 215000.081477.9
As= 2.64 2Φ 5/8a= 2.48
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 2.6425*24
p= 0.0044 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 6.39 cm2 fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 639137.481648
As= 7.83 cm2
a= 7.37
Si a= 4.9
As= 639137.481459
As= 7.85 3Φ 3/4a= 7.39
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 7.8525*24
p= 0.0131 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4
h(l/12)= 0.36458333
cp
d²25
0.166f'cbd2 =1179001.72 ( )471.600688 -
21.72 d27.72
*
*
*
DISEÑO DE VIGA
1 2 3
2.775 4.375
b = 25 f'c = 210 Kg/cm2h = 30 r = 4
s/c = 200 Kg/m2d = 24.00
B tributario = 2.97
losah= 0.200 cm
peso= 300 Kg/m2
Peso propio viga = 0.18 Tn/mlAligerado = 0.82 Tn/ml
Peso acabado = 0.30 Tn/mlTabiqueria = 0.45 Tn/ml
---------------WD : 1.74 Tn/ml
Sobrecarga : 0.2 Tn/m2
Wl = 0.59 Tn/ml
Wu = 3.45 Tn/ml
Wu = 3.45 Tn/ml
TRAMO 1-2
M+ = 1.9 Tn.ml
TRAMO 1
M- = 1.66 Tn.mlTRAMO 2
M- = 7.33 Tn.ml
TRAMO 3
cp
cp
M- = 4.12 Tn.ml
TRAMO 2-3
M+ = 4.71 Tn.ml
Momentos MayoresM+= 4.71 Tn.mlM-= 7.33 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
4.71*100000= 0.9*210*25d²*0.2*(1-0.59*0.2) Mmax.res=d²= 565.09 d²=d= 23.77 cm d²=
d=h= 29.77 h== 30.00 d= 24.00h= 0.30
USAR : 25*0.3
AREA DE ACERO : TRAMO CENTRAL
MuA= 7.33 Tn.ml fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 733000.081648
As= 8.98 cm2
Φf'cbd2w(1-0.59w)
a= 8.45
Si a= 9.48
As= 733000.072802.8
AREA REAL
As= 10.07 3Φ 5/8" 6a= 9.48
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 10.0725*24
p= 0.0168 VERIFICAR
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 2.15 Tn.ml fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 215000.081648
As= 2.63 cm2
a= 2.48
Si a= 4.89
As= 215000.081477.9
As= 2.64 2Φ 5/8a= 2.48
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 2.6425*24
p= 0.0044 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 7.33 cm2 fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 733092.381648
As= 8.98 cm2
a= 8.45
Si a= 4.9
As= 733092.381459
As= 9 3Φ 3/4a= 8.47
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 925*24
p= 0.0150 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4
h(l/12)= 0.36458333
cp
d²25
0.166f'cbd2 =1351118.76 ( )540.447504 -
23.25 d29.25
*
*
*
DISEÑO DE VIGA
1 2 3
4.050 4.15 4.85
b = 25 f'c = 210 Kg/cm2h = 35 r = 4
s/c = 200 Kg/m2d = 29.00
B tributario = 3.38
losah= 0.200 cm
peso= 300 Kg/m2
Peso propio viga = 0.21 Tn/mlAligerado = 0.94 Tn/ml
Peso acabado = 0.34 Tn/mlTabiqueria = 0.51 Tn/ml
---------------WD : 1.99 Tn/ml
Sobrecarga : 0.2 Tn/m2
Wl = 0.68 Tn/ml
Wu = 3.94 Tn/ml
Wu = 3.94 Tn/ml
TRAMO 1-2
M+ = 4.61 Tn.ml
TRAMO 1
M- = 4.03 Tn.mlTRAMO 2
M- = 6.78 Tn.ml
TRAMO 3
cp
cp
M- = 9.26 Tn.ml
TRAMO 4
M- = 5.79 Tn.ml
TRAMO 2-3
M+ = 4.84 Tn.ml
TRAMO 3-4
M+ = 6.61 Tn.ml
Momentos MayoresM+= 6.61 Tn.mlM-= 9.26 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
6.61*100000= 0.9*210*25d²*0.2*(1-0.59*0.2) Mmax.res=d²= 793.05 d²=d= 28.16 cm d²=
d=h= 34.16 h== 35.00 d= 29.00h= 0.35
USAR : 25*0.35
AREA DE ACERO : TRAMO CENTRAL
Φf'cbd2w(1-0.59w)
MuA= 9.26 Tn.ml fy= 4200a= 0.2d
a= 5.8 As= Mu*100Ofy(d-a/2)
As= 926000.098658
As= 9.39 cm2
a= 8.84
Si a= 9.51
As= 926000.091646.1
AREA REAL
As= 10.1 3Φ 5/8" 6a= 9.51
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 10.125*29
p= 0.0139 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 2.15 Tn.ml fy= 4200a= 0.2d
a= 5.8 As= Mu*100
Ofy(d-a/2)As= 215000.0
98658
As= 2.18 cm2
a= 2.05
Si a= 4.89
As= 215000.0100377.9
As= 2.14 2Φ 5/8a= 2.01
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 2.1425*29
p= 0.0030 < 0.0033 VERIFICAR
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 6.78 cm2 fy= 4200a= 0.2d
a= 5.8 As= Mu*100Ofy(d-a/2)
As= 677748.498658
As= 6.87 cm2
a= 6.47
Si a= 4.9
As= 677748.4100359
As= 6.75 3Φ 3/4a= 6.35
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 6.7525*29
p= 0.0093 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4
h(l/12)= 0.34583333
cp
d²25
0.166f'cbd2 =1896156.05 ( )758.46242 -
27.54 d33.54
*
*
*
DISEÑO DE VIGA
1 2 3
3.900 3.9 3.90
b = 20 f'c = 210 Kg/cm2h = 65 r = 4
s/c = 100 Kg/m2d = 59.00
B tributario = 3.90
losah= 0.200 cm
peso= 300 Kg/m2
Peso propio viga = 0.31 Tn/mlAligerado = 0.01 Tn/ml
Peso acabado = 0.00 Tn/mlTabiqueria = 0.00 Tn/ml
---------------WD : 0.32 Tn/ml
Sobrecarga : 0.1 Tn/m2
Wl = 0.39 Tn/ml
Wu = 1.11 Tn/ml
Wu = 1.11 Tn/ml
TRAMO 1-2
M+ = 1.54 Tn.ml
TRAMO 2-3
M+ = 1.06 Tn.ml
TRAMO 3-4
M+ = 1.06 Tn.ml
TRAMO 4-5
cp
cp
M+ = 1.54 Tn.ml
TRAMO 1
M- = 1.06 Tn.mlTRAMO 2
M- = 1.69 Tn.ml
TRAMO 3
M- = 1.54 Tn.ml
TRAMO 4
M- = 1.69 Tn.ml
TRAMO 5
M- = 1.06 Tn.ml
Momentos MayoresM+= 1.54 Tn.mlM-= 1.69 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
1.54*100000= 0.9*210*20d²*0.2*(1-0.59*0.2) Mmax.res=d²= 230.96 d²=d= 15.20 cm d²=
Φf'cbd2w(1-0.59w)
d=h= 21.20 h== 65.00 d= 59.00h= 0.65
USAR : 20*0.65
AREA DE ACERO : TRAMO CENTRAL
MuA= 1.54 Tn.ml O.K fy= 4200a= 0.2d
a= 11.8 As= Mu*100Ofy(d-a/2)
As= 154000.0200718
As= 0.77 cm2
a= 0.91
Si a= 0.82
As= 154000.0221470.2
AREA REAL
As= 0.7 2Φ 5/8" 4a= 0.82
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 420*59
p= 0.0034 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 1.69 Tn.ml fy= 4200a= 0.2d
a= 11.8 As= Mu*100Ofy(d-a/2)
As= 169000.0200718
As= 0.84 cm2
a= 0.99
Si a= 0.89
As= 169000.0221337.9
AREA REAL
As= 0.76 2Φ 5/8 6a= 0.89
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 620*59
p= 0.0051 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 1.69 cm2 fy= 4200a= 0.2d
a= 11.8 As= Mu*100Ofy(d-a/2)
As= 169409.0200718
As= 0.84 cm2
a= 0.99
Si a= 4.9
As= 169409.0213759
As= 0.79 3Φ 3/4a= 0.93
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 0.7920*59
p= 0.0007 < 0.0033 VERIFICAR
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4 5
3.9
h(l/12)= 0.325
cp
cp
d²25
0.166f'cbd2 =441767.07 ( )
220.883535 -
14.86 d20.86
*
*
*
DISEÑO DE VIGA
1 2 3
2.950 3.75 3.70
b = 25 f'c = 210 Kg/cm2h = 30 r = 4
s/c = 200 Kg/m2d = 24.00
B tributario = 2.31
losah= 0.200 cm
peso= 300 Kg/m2
Peso propio viga = 0.18 Tn/mlAligerado = 0.62 Tn/ml
Peso acabado = 0.23 Tn/mlTabiqueria = 0.35 Tn/ml
---------------WD : 1.38 Tn/ml
Sobrecarga : 0.2 Tn/m2
Wl = 0.46 Tn/ml
Wu = 2.71 Tn/ml
Wu = 2.71 Tn/ml
TRAMO 1-2
M+ = 2.14 Tn.ml
TRAMO 2-3
M+ = 2.38 Tn.ml
TRAMO 3-4
M+ = 2.32 Tn.ml
TRAMO 4-5
cp
cp
M+ = 2.26 Tn.ml
TRAMO 1
M- = 1.47 Tn.mlTRAMO 2
M- = 3.81 Tn.ml
TRAMO 3
M- = 3.47 Tn.ml
TRAMO 4
M- = 2.48 Tn.ml
TRAMO 5
M- = 1.55 Tn.ml
Momentos MayoresM+= 2.38 Tn.mlM-= 3.81 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
2.38*100000= 0.9*210*25d²*0.2*(1-0.59*0.2) Mmax.res=d²= 285.55 d²=d= 16.90 cm d²=
Φf'cbd2w(1-0.59w)
d=h= 22.90 h== 30.00 d= 24.00h= 0.30
USAR : 25*0.3
AREA DE ACERO : TRAMO CENTRAL
MuA= 2.38 Tn.ml O.K fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 238000.081648
As= 2.91 cm2
a= 2.74
Si a= 2.61
As= 238000.085787.1
AREA REAL
As= 2.77 3Φ 5/8" 6a= 2.61
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 2.7725*24
p= 0.0046 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 2.15 Tn.ml fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 215000.081648
As= 2.63 cm2
a= 2.48
Si a= 4.89
As= 215000.081477.9
As= 2.64 2Φ 5/8a= 2.48
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 2.6425*24
p= 0.0044 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 3.81 cm2 fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 381248.481648
As= 4.67 cm2
a= 4.4
Si a= 4.9
As= 381248.481459
As= 4.68 3Φ 3/4a= 4.4
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 4.6825*24
p= 0.0078 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4 5
3.025
h(l/12)= 0.3125
cp
cp
d²25
0.166f'cbd2 =682730.92 ( )
273.092368 -
16.53 d22.53
*
*
*
DISEÑO DE VIGA
1 2 3
0.852.950 3.75 3.70
b = 25 f'c = 210 Kg/cm2h = 25 r = 4
s/c = 200 Kg/m2d = 19.00
B tributario = 1.75
losah= 0.200 cm
peso= 300 Kg/m2
Peso propio viga = 0.15 Tn/mlAligerado = 0.45 Tn/ml
Peso acabado = 0.18 Tn/mlTabiqueria = 0.26 Tn/ml
---------------WD : 1.04 Tn/ml
Sobrecarga : 0.2 Tn/m2
Wl = 0.35 Tn/ml
Wu = 2.05 Tn/ml
Wu = 2.05 Tn/ml Mvolado =
TRAMO 1-2
M+ = 1.62 Tn.ml
TRAMO 2-3
M+ = 1.8 Tn.ml
TRAMO 3-4
M+ = 1.75 Tn.ml
TRAMO 4-5
wl2/2 =
cp
cp
M+ = 1.7 Tn.ml
TRAMO 1
M- = 1.11 Tn.mlTRAMO 2
M- = 2.88 Tn.ml
TRAMO 3
M- = 2.62 Tn.ml
TRAMO 4
M- = 1.87 Tn.ml
TRAMO 5
M- = 1.17 Tn.ml
Momentos MayoresM+= 1.8 Tn.mlM-= 2.88 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
1.8*100000= 0.9*210*25d²*0.2*(1-0.59*0.2) Mmax.res=d²= 215.96 d²=d= 14.70 cm d²=
Φf'cbd2w(1-0.59w)
d=h= 20.70 h== 25.00 d= 19.00h= 0.25
USAR : 25*0.25
AREA DE ACERO : TRAMO CENTRAL
MuA= 1.70 Tn.ml VERIFICAR fy= 4200a= 0.2d
a= 3.8 As= Mu*100Ofy(d-a/2)
As= 170000.064638
As= 2.63 cm2
a= 2.48
Si a= 2.38
As= 170000.067321.8
AREA REAL
As= 2.53 3Φ 5/8" 6a= 2.38
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 2.5325*19
p= 0.0053 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 2.15 Tn.ml fy= 4200a= 0.2d
a= 3.8 As= Mu*100Ofy(d-a/2)
As= 215000.064638
As= 3.33 cm2
a= 3.13
Si a= 4.89
As= 215000.062577.9
As= 3.44 2Φ 5/8a= 3.24
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 3.4425*19
p= 0.0072 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 2.88 cm2 fy= 4200a= 0.2d
a= 3.8 As= Mu*100Ofy(d-a/2)
As= 287929.764638
As= 4.45 cm2
a= 4.19
Si a= 4.9
As= 287929.762559
As= 4.6 3Φ 3/4a= 4.33
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 4.625*19
p= 0.0097 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4 5
3.025
h(l/12)= 0.3125
0.74
cp
cp
d²25
0.166f'cbd2 =516351.12 ( )
206.540448 -
14.37 d20.37
*
*
*
DISEÑO DE VIGA
1.53.23
b = 25 f'c = 210 Kg/cm2h = 30 r = 6
s/c = 200 Kg/m2d = 24.00
B tributario = 3.15
losah= 0.20 cm
peso= 300 Kg/m2
Peso propio viga = 0.18 Tn/mlAligerado = 0.87 Tn/ml
Peso acabado = 0.32 Tn/mlTabiqueria = 0.47 Tn/ml
---------------WD : 1.84 Tn/ml
Sobrecarga : 0.2 Tn/m2
Wl = 0.63 Tn/ml
Wu = 3.64 Tn/ml
Wu = 3.64 Tn/ml Mvolado =
TRAMO 1-2
M+ = 3.79 Tn.ml
TRAMO 1
M- = 2.37 Tn.mlTRAMO 2
M- = 2.37 Tn.ml
wl2/2 =
cp
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
3.79*100000= 0.9*210*25d²*0.2*(1-0.59*0.2) Mmax.res=d²= 454.71 d²=d= 21.32 cm d²=
d=h= 27.32 d= 24.00 h== 30.00h= 0.30
USAR : 25*0.3
AREA DE ACERO : TRAMO CENTRAL
MuA= 3.79 Tn.ml fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 379000.081648
As= 4.64 cm2
a= 4.37
Si a= 4.32
As= 379000.082555.2
As= 4.59a= 4.32 4Φ 3/4" 11.36
Φf'cbd2w(1-0.59w)
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 4.5925*24
p= 0.0077 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYOSPOR TANTEOS¨:
MuA= 2.37 Tn.ml fy= 4200a= 0.2d
a= 4.264 As= Mu*100Ofy(d-a/2)
As= 236841.772530.64
As= 3.27 cm2
a= 3.08
Si a= 5
As= 236841.771139.6
As= 3.33 3Φ 3/4"a= 3.13
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 3.3325*21.32
p= 0.0062 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
RECALCULANDO AREA ACERO (CUANTIA MINIMA)As = pbdAs = 1.76 cm2 3Φ 3/4"
3Φ 3/4" 3Φ 3/4"
0 0
4.1
d²25
0.166f'cbd2 =1087205.97 ( )434.882388 -
20.85 d26.85
*
*
DISEÑO DE VIGA
1 2 3
3.275 3.2
b = 25 f'c = 210 Kg/cm2h = 30 r = 6
s/c = 200 Kg/m2d = 24.00
B tributario = 2.85
losah= 0.200 cm
peso= 300 Kg/m2
Peso propio viga = 0.18 Tn/mlAligerado = 0.78 Tn/ml
Peso acabado = 0.29 Tn/mlTabiqueria = 0.43 Tn/ml
---------------WD : 1.67 Tn/ml
Sobrecarga : 0.2 Tn/m2
Wl = 0.57 Tn/ml
Wu = 3.31 Tn/ml
Wu = 3.31 Tn/ml
TRAMO 1-2
M+ = 3.23 Tn.ml
TRAMO 1
M- = 2.22 Tn.mlTRAMO 2
M- = 3.77 Tn.ml
TRAMO 3
cp
cp
M- = 2.12 Tn.ml
TRAMO 2-3
M+ = 3.08 Tn.ml
Momentos MayoresM+= 3.23 Tn.mlM-= 3.77 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
3.23*100000= 0.9*210*25d²*0.2*(1-0.59*0.2) Mmax.res=d²= 387.53 d²=d= 19.69 cm d²=
d=h= 25.69 h== 30.00 d= 24.00h= 0.30
USAR : 25*0.3
AREA DE ACERO : TRAMO CENTRAL
MuA= 2.22 Tn.ml fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 222000.081648
As= 2.72 cm2
Φf'cbd2w(1-0.59w)
a= 2.56
Si a= 2.43
As= 222000.086127.3
AREA REAL
As= 2.58 3Φ 5/8" 6a= 2.43
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 2.5825*24
p= 0.0043 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 2.15 Tn.ml fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 215000.081648
As= 2.63 cm2
a= 2.48
Si a= 4.89
As= 215000.081477.9
As= 2.64 2Φ 5/8a= 2.48
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 2.6425*24
p= 0.0044 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 3.77 cm2 fy= 4200a= 0.2d
a= 4.8 As= Mu*100Ofy(d-a/2)
As= 376661.381648
As= 4.61 cm2
a= 4.34
Si a= 4.9
As= 376661.381459
As= 4.62 3Φ 3/4a= 4.35
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 4.6225*24
p= 0.0077 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4
h(l/12)= 0.26666667
cp
d²25
0.166f'cbd2 =926563.4 ( )
370.62536 -19.25 d25.25
*
*
*
DISEÑO DE VIGA
1 2 3
3.275 3.2
b = 25 f'c = 210 Kg/cm2h = 20 r = 6
s/c = 200 Kg/m2d = 14.00
B tributario = 1.00
losah= 0.200 cm
peso= 300 Kg/m2
Peso propio viga = 0.12 Tn/mlAligerado = 0.22 Tn/ml
Peso acabado = 0.10 Tn/mlTabiqueria = 0.15 Tn/ml
---------------WD : 0.60 Tn/ml
Sobrecarga : 0.2 Tn/m2
Wl = 0.20 Tn/ml
Wu = 1.17 Tn/ml
Wu = 1.17 Tn/ml
TRAMO 1-2
M+ = 1.57 Tn.ml OJO
TRAMO 1
M- = 0.79 Tn.mlTRAMO 2
M- = 1.33 Tn.ml
TRAMO 3
cp
cp
M- = 0.75 Tn.ml
TRAMO 2-3
M+ = 1.09 Tn.ml
Momentos MayoresM+= 1.57 Tn.mlM-= 1.33 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
1.57*100000= 0.9*210*25d²*0.2*(1-0.59*0.2) Mmax.res=d²= 188.36 d²=d= 13.72 cm d²=
d=h= 19.72 h== 20.00 d= 14.00h= 0.20
USAR : 25*0.2
AREA DE ACERO : TRAMO CENTRAL
MuA= 1.26 Tn.ml fy= 4200a= 0.2d
a= 2.8 As= Mu*100Ofy(d-a/2)
As= 126000.047628
As= 2.65 cm2
Φf'cbd2w(1-0.59w)
a= 2.49
Si a= 2.46
As= 126000.048270.6
AREA REAL
As= 2.61 3Φ 5/8" 6a= 2.46
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 2.6125*14
p= 0.0075 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 2.15 Tn.ml fy= 4200a= 0.2d
a= 2.8 As= Mu*100Ofy(d-a/2)
As= 215000.047628
As= 4.51 cm2
a= 4.24
Si a= 4.89
As= 215000.043677.9
As= 4.92 2Φ 5/8a= 4.63
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 4.9225*14
p= 0.0141 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 1.33 cm2 fy= 4200a= 0.2d
a= 2.8 As= Mu*100Ofy(d-a/2)
As= 133461.347628
As= 2.8 cm2
a= 2.64
Si a= 4.9
As= 133461.343659
As= 3.06 3Φ 3/4a= 2.88
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 3.0625*14
p= 0.0087 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4
h(l/12)= 0.26666667
cp
d²25
0.166f'cbd2 =450372.92 ( )
180.149168 -13.42 d19.42
*
*
*
DISEÑO DE VIGA
1 2 3
2.825 1.92 2.25
b = 25 f'c = 210 Kg/cm2h = 25 r = 4
s/c = 200 Kg/m2d = 19.00
B tributario = 4.35
losah= 0.200 cm
peso= 300 Kg/m2
Peso propio viga = 0.15 Tn/mlAligerado = 1.23 Tn/ml
Peso acabado = 0.44 Tn/mlTabiqueria = 0.65 Tn/ml
---------------WD : 2.47 Tn/ml
Sobrecarga : 0.2 Tn/m2
Wl = 0.87 Tn/ml
Wu = 4.93 Tn/ml
Wu = 4.93 Tn/ml
TRAMO 1-2
M+ = 2.81 Tn.ml
TRAMO 1
M- = 2.46 Tn.mlTRAMO 2
M- = 3.94 Tn.ml
TRAMO 3
cp
cp
M- = 2.50 Tn.ml
TRAMO 4
M- = 1.56 Tn.ml
TRAMO 2-3
M+ = 1.3 Tn.ml
TRAMO 3-4
M+ = 1.78 Tn.ml
Momentos MayoresM+= 2.81 Tn.mlM-= 3.94 Tn.ml
b)DETERMINACION DE LAS DIMENSIONES DE SECCION DE VIGA
w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=
4200p= 0.01 10.8
14/fy = 0.00333333p>pmin CONFORME
0.8√f'c/fy = 0.003
Mu =ZONA SISMICA
2.81*100000= 0.9*210*25d²*0.2*(1-0.59*0.2) Mmax.res=d²= 337.14 d²=d= 18.36 cm d²=
d=h= 24.36 h== 25.00 d= 19.00h= 0.25
USAR : 25*0.25
AREA DE ACERO : TRAMO CENTRAL
Φf'cbd2w(1-0.59w)
MuA= 1.56 Tn.ml fy= 4200a= 0.2d
a= 3.8 As= Mu*100Ofy(d-a/2)
As= 156000.064638
As= 2.41 cm2
a= 2.27
Si a= 2.16
As= 156000.067737.6
AREA REAL
As= 2.3 3Φ 5/8" 6a= 2.16
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 2.325*19
p= 0.0048 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 1POR TANTEOS¨:
MuA= 2.15 Tn.ml fy= 4200a= 0.2d
a= 3.8 As= Mu*100
Ofy(d-a/2)As= 215000.0
64638
As= 3.33 cm2
a= 3.13
Si a= 4.89
As= 215000.062577.9
As= 3.44 2Φ 5/8a= 3.24
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 3.4425*19
p= 0.0072 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
AREA DE ACERO : APOYO 2POR TANTEOS¨:
MuA= 3.94 cm2 fy= 4200a= 0.2d
a= 3.8 As= Mu*100Ofy(d-a/2)
As= 393724.164638
As= 6.09 cm2
a= 5.73
Si a= 4.9
As= 393724.162559
As= 6.29 3Φ 3/4a= 5.92
VERIFICACIONES
CUANTIA VIGA = p= Asbd
p= 6.2925*19
p= 0.0132 > 0.0033 O.K
CUANTIA MAXIMA =pmax= 0.32f'c/fy
pmax= 0.016
(Para zona sismica)pmax= 0.21f'c/fy
pmax= 0.0105
CUANTIA MINIMA =Pmín = 14/fy
Pmín = 0.0033
4
h(l/12)= 0.16
cp
d²25
0.166f'cbd2 =806081.47 ( )
322.432588 -17.96 d23.96
*
*
*