Diseño de vigas ACI 01

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


p= 6.3730*35.84

p= 0.0059 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


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



---------------WD : 1.81 Tn/ml


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- = 11.85 Tn.ml

TRAMO 2-3

cp

cp

M+ = 0.39 Tn.ml


w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 8.7230*29.08

p= 0.0100 O.K


pmax= 0.016


pmax= 0.0105


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


p= 7.1630*29.08

p= 0.0082 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 13.0930*29.08

p= 0.0150 O.K


pmax= 0.016


pmax= 0.0105


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 acabado = 0.06 Tn/mlTabiqueria = Tn/ml

---------------WD : 0.20 Tn/ml


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- = 0.63 Tn.ml

TRAMO 2-3

cp

cp

M+ = 0.07 Tn.ml


w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 1.4215*9.49

p= 0.0100 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 1.3515*9.49

p= 0.0095 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 2.4415*9.49

p= 0.0171 > 0.0033 VERIFICAR


pmax= 0.016


pmax= 0.0105


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 acabado = 0.31 Tn/mlTabiqueria = Tn/ml

---------------WD : 1.37 Tn/ml


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- = 4.54 Tn.ml

TRAMO 2-3

cp

cp

M+ = 0.53 Tn.ml


w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 5.430*18.03

p= 0.0100 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 4.6130*18.03

p= 0.0085 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 7.830*18.03

p= 0.0144 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


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



---------------WD : 1.12 Tn/ml


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- = 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


w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 3.1625*24

p= 0.0053 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 2.6425*24

p= 0.0044 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 5.8825*24

p= 0.0098 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


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



---------------WD : 1.52 Tn/ml


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- = 6.39 Tn.ml

TRAMO 3

cp

cp

M- = 3.60 Tn.ml

TRAMO 2-3

M+ = 4.11 Tn.ml



w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 8.4425*24

p= 0.0141 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 2.6425*24

p= 0.0044 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 7.8525*24

p= 0.0131 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


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



---------------WD : 1.74 Tn/ml


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- = 7.33 Tn.ml

TRAMO 3

cp

cp

M- = 4.12 Tn.ml

TRAMO 2-3

M+ = 4.71 Tn.ml



w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 10.0725*24

p= 0.0168 VERIFICAR


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 2.6425*24

p= 0.0044 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 925*24

p= 0.0150 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


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



---------------WD : 1.99 Tn/ml


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- = 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



w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 10.125*29

p= 0.0139 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 2.1425*29

p= 0.0030 < 0.0033 VERIFICAR


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 6.7525*29

p= 0.0093 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


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



---------------WD : 0.32 Tn/ml


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- = 1.69 Tn.ml

TRAMO 3

M- = 1.54 Tn.ml

TRAMO 4

M- = 1.69 Tn.ml

TRAMO 5

M- = 1.06 Tn.ml



w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 420*59

p= 0.0034 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 620*59

p= 0.0051 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 0.7920*59

p= 0.0007 < 0.0033 VERIFICAR


pmax= 0.016


pmax= 0.0105


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



---------------WD : 1.38 Tn/ml


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- = 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



w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 2.7725*24

p= 0.0046 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 2.6425*24

p= 0.0044 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 4.6825*24

p= 0.0078 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


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



---------------WD : 1.04 Tn/ml


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- = 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



w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 2.5325*19

p= 0.0053 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 3.4425*19

p= 0.0072 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 4.625*19

p= 0.0097 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


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



---------------WD : 1.84 Tn/ml


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.ml

wl2/2 =

cp


w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 4.5925*24

p= 0.0077 O.K


pmax= 0.016


pmax= 0.0105


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


p= 3.3325*21.32

p= 0.0062 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


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



---------------WD : 1.67 Tn/ml


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- = 3.77 Tn.ml

TRAMO 3

cp

cp

M- = 2.12 Tn.ml

TRAMO 2-3

M+ = 3.08 Tn.ml



w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 2.5825*24

p= 0.0043 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 2.6425*24

p= 0.0044 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 4.6225*24

p= 0.0077 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


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



---------------WD : 0.60 Tn/ml


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- = 1.33 Tn.ml

TRAMO 3

cp

cp

M- = 0.75 Tn.ml

TRAMO 2-3

M+ = 1.09 Tn.ml



w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 2.6125*14

p= 0.0075 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 4.9225*14

p= 0.0141 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 3.0625*14

p= 0.0087 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


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



---------------WD : 2.47 Tn/ml


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- = 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



w= 0.200w= pfy/f'c fy = 4200w= 0.2*210 * / p=

4200p= 0.01 10.8


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


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


p= 2.325*19

p= 0.0048 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 3.4425*19

p= 0.0072 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033


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


p= 6.2925*19

p= 0.0132 > 0.0033 O.K


pmax= 0.016


pmax= 0.0105


Pmín = 0.0033

4

h(l/12)= 0.16

cp

d²25

0.166f'cbd2 =806081.47 ( )

322.432588 -17.96 d23.96

*

*

*

Documents

Diseño de vigas ACI 01