Pre Dimension Amien To

Predimensionamiento de Edificio Tipo

36 = 2531.05 0.9

58 = 4077.88 0.9

1. Cargas

1.1 Losas de 1ro al 5to piso.

0.52 T/m2

0.25 T/m2

1.024 T/m2

1.2. Cubierta

0.45 T/m2

0.125 T/m2

0.74 T/m2

2. Vigas secundarias

2.1 Vigas secundarias del 1ro al 5to piso.

s (ancho tributario de vigas sec.) = 2.29 m

1.024 * 2.29 * 1.05 = 2.462 ton/m

Mu,max = 21.57 Ton.mVu,max = 13.57 Ton

Zx (req) = 947.09 cm3 = 57.80 pulg3 ; Use W12X40 d = 11.9

Zx = 57 pulg3 0.295

33.6Revisión del cortante

En una W12X40, Entonces:

2.45(29000/36)^0.5 = 69.54 > 33.6

31.02 Ton OK

Revisión de serviciabilidad

De SAP2000 = 1.30 pulg OK

1.50 pulg

fy = Ø

flect =

fu = Ø

c =

wD =

wL =

wU =

wD =

wL =

wU =

Se efectuó el análisis de una viga continua de 6 tramos de 30 ft cada uno en SAP2000, arrojando los siguientes resultados:

qu = w

U * s * f =

tw =

h/tw =

ØVn = Øc(0.6)F

ywAw = Øc(0.6)F

ywtwd =

D+L

=

a =

2.1 Vigas secundarias de cubierta.

s (ancho tributario de vigas sec.) = 2.29 m

1.024 * 2.29 * 1.05 = 1.779 ton/m


Zx (req) = 697.12 cm3 = 42.54 pulg3 ; Use W12X30 d = 12.3

Zx = 43.1 pulg3 0.26

41.8Revisión del cortante

En una W12X40, Entonces:

2.45(29000/36)^0.5 = 69.54 > 41.8

28.25869 Ton OK

Revisión de serviciabilidad

De SAP2000 = 1.20 pulg OK

1.50 pulg

3. Vigas Principales Cargadoras (eje X)

Pu Pu Pu 8.515 pulg (NA)

69.537 pulg (A)

3.1 Vigas interiores del 1ro al 5to piso.Pu = 25.40 ton


Zx (req) = 3191.47 cm3 = ###

5to piso. 1.1Zx = 214.23 pulg3 Use W24X84 d = 24.1 5.86

Zx = 224.00 pulg3 0.47

45.9

4to, 3er piso. 1.2Zx = 233.71 pulg3 Use W27X84 d = 26.7 7.78

Zx = 244.00 pulg3 0.46

52.7

qu = w

U * s * f =

tw =

h/tw =

ØVn = Øc(0.6)F

ywAw = Øc(0.6)F

ywtwd =

D+L

=

a =

PS

=

PS

=

(Es la reacción mayor de la viga secundaria)

b/2tf =

tw =

h/tw =

b/2tf =

tw =

h/tw =

1ro, 2do piso. 1.4Zx = 272.66 pulg3 Use W30X90 d = 29.5 8.52

Zx = 283.00 pulg3 0.47

57.5Revisión de sección compacta.

W24X84 5.86 OK

45.9 OK

W27X84 7.78 OK

52.7 OK

W30X90 8.52 MAL (se lo hará pasar)

57.5 OK

Revisión de cortante.

Sección mas crítica: W24X84

2.45(29000/36)^0.5 = 69.54 > 45.9

100.08949 Ton OK

3.2 Vigas exteriores del 1ro al 5to piso.Pu = 8.84 ton


Zx (req) = 1112.85 cm3 = 67.91 pulg3


Zx = 78.40 pulg3 0.315

50.9


Zx = 90.70 pulg3 0.36

44.6


Zx = 95.40 pulg3 0.35


W24X84 5.73 OK

50.9 OK

W27X84 5.01 OK

44.6 OK

W30X90 7.22 OK

b/2tf =

tw =

h/tw =

f =

w

=

f =

w

=

f =

w

=

ØVn = Øc(0.6)F

ywAw = Øc(0.6)F

ywtwd =

(Es la reacción extrema de la viga secundaria)

b/2tf =

tw =

h/tw =

b/2tf =

tw =

h/tw =

b/2tf =

tw =

h/tw =

f =

w

=

f =

w

=

f =

53.6 OK



2.45(29000/36)^0.5 = 69.54 > 50.9

49.82384 Ton OK

3.3 Vigas interiores de cubierta.Pu = 18.70 ton


Zx (req) = 2349.93 cm3 = ###

1.1Zx = 157.74 pulg3 Use W24x62 d = 23.7

Zx = 154.00 pulg3 0.43

50.9

5.73

Revisión de sección compacta.

W24X84 5.73 OK

50.9 OK


2.45(29000/36)^0.5 = 69.54 > 50.9Ton OK

90.05138

3.4 Vigas exteriores de cubierta.Pu = 6.51 ton


Zx (req) = 818.28 cm3 = 49.93 pulg3

1.1Zx = 54.93 pulg3 Use W18X35 d = 17.7

Zx = 66.50 pulg3 0.3

53.5

7.06


W24X84 7.06 OK

53.5 OK

w

=

ØVn = Øc(0.6)F

ywAw = Øc(0.6)F

ywtwd =


tw =

h/tw =

b/2tf =

f =

w

=

ØVn = Øc(0.6)F

ywAw = Øc(0.6)F

ywtwd =

(Es la reacción mayor de la viga secundaria)

tw =

h/tw =

b/2tf =

f =

w

=


2.45(29000/36)^0.5 = 69.54 > 53.5

46.92109 Ton OK

4. Vigas Principales NO Cargadoras (eje Y)

8.515 pulg (NA)

69.537 pulg (A)

4.1 Vigas interiores del 1ro al 5to piso.

2.46 ton/mMu,max = 17.18 Ton.mVu,max = 11.27 Ton

Zx (req) = 754.19 cm3 = 46.02 pulg3


Zx = 66.50 pulg3 0.3

53.5


Zx = 66.50 pulg3 0.3

53.5


Zx = 66.50 pulg3 0.3

53.5


W18X35 7.06 OK

53.5 OK

W18X35 7.06 OK

53.5 OK

W18X35 7.06 OK

53.5 OK



2.45(29000/36)^0.5 = 69.54 > 53.5

ØVn = Øc(0.6)F

ywAw = Øc(0.6)F

ywtwd =

PS

=

PS

=

qU =

b/2tf =

tw =

h/tw =

b/2tf =

tw =

h/tw =

b/2tf =

tw =

h/tw =

f =

w

=

f =

w

=

f =

w

=

46.92109 Ton OK

4.2 Vigas exteriores del 1ro al 5to piso.


Zx (req) = 377.53 cm3 = 23.04 pulg3


Zx = 44.20 pulg3 0.25

56.8


Zx = 44.20 pulg3 0.25

56.8


Zx = 44.20 pulg3 0.25


W16X26 7.97 OK

56.8 OK

W16X26 7.97 OK

56.8 OK

W16X26 7.97 OK

56.8 OK



2.45(29000/36)^0.5 = 69.54 > 56.8

34.68273 Ton OK

4.3 Vigas interiores de cubierta.


Zx (req) = 554.45 cm3 = 33.83 pulg3

1.1Zx = 37.22 pulg3 Use W16X26 d = 15.7

Zx = 44.20 pulg3 0.25

56.8

ØVn = Øc(0.6)F

ywAw = Øc(0.6)F

ywtwd =

qU =

b/2tf =

tw =

h/tw =

b/2tf =

tw =

h/tw =

b/2tf =

tw =

h/tw =

f =

w

=

f =

w

=

f =

w

=

ØVn = Øc(0.6)F

ywAw = Øc(0.6)F

ywtwd =

qU =


tw =

h/tw =

7.97


W24X84 7.97 OK

56.8 OK


2.45(29000/36)^0.5 = 69.54 > 56.8Ton OK

34.68273

4.4 Vigas exteriores de cubierta.


Zx (req) = 283.93 cm3 = 17.33 pulg3

1.1Zx = 19.06 pulg3 Use W16X26 d = 15.7

Zx = 44.20 pulg3 0.25

56.8

7.97


W24X84 7.97 OK

56.8 OK


2.45(29000/36)^0.5 = 69.54 > 56.8Ton OK

34.68273

5. Columnas

Ry = 1.3 (planchas soldadas) 18.16

Cpr = 1.305556

Pu = 25.40 ton

Columna. Tipo 1

Vigas W30X90 Zx = 283.00 pulg3 L´ = 310.82 pulgd = 29.5 w = 7.5 Lb/pulg

0.47 x+dc/2= 24.59 pulg

57.5

8.52

b/2tf =

f =

w

=

ØVn = Øc(0.6)F

ywAw = Øc(0.6)F

ywtwd =

qU =


tw =

h/tw =

b/2tf =

f =

w

=

ØVn = Øc(0.6)F

ywAw = Øc(0.6)F

ywtwd =

PS

=

tw =

h/tw =

b/2tf =

17291.3 K - "

196.25 KipMuv = 4825.74 K - "

19395 K - "Zc (Fyc - 0.2Fyc) = 28.8 Zc

Zc = 673.42 pulg3 = 11035 cm3

b = h = 53.00 cmt = 3.00 cm

15.67 OK

Columna. Tipo 2

Vigas W27X84 Zx = 244.00 pulg3 L´ = 317.56 pulgd = 26.7 w = 7 Lb/pulg

0.46 x+dc/2= 21.22 pulg

52.7

7.78

14908.4 K - "

178.82 KipMuv = 3794.63 K - "

16356 K - "Zc (Fyc - 0.2Fyc) = 28.8 Zc

Zc = 567.91 pulg3 = 9306 cm3

b = h = 49.00 cmt = 3.00 cm

14.33 OK

Columna. Tipo 3

Vigas W24X84 Zx = 224.00 pulg3 L´ = 324.06 pulgd = 24.1 w = 7 Lb/pulg

0.47 x+dc/2= 17.97 pulg

45.9

5.86

13686.4 K - "

169.42 KipMuv = 3044.52 K - "

14576 K - "Zc (Fyc - 0.2Fyc) = 28.8 Zc

Mpr = C

prR

yZ

eF

y =

Vp = (2Mpr + 466.23P+wL´2/2)/L´ =

Mpb = 1.1RyF

ybZ

b + Muv =

Mpc =

=

tw =

h/tw =

b/2tf =

Mpr = C

prR

yZ

eF

y =

Vp = (2Mpr + 476.33P+wL´2/2)/L´ =

Mpb = 1.1RyF

ybZ

b + Muv =

Mpc =

=

tw =

h/tw =

b/2tf =

Mpr = C

prR

yZ

eF

y =

Vp = (2Mpr + 486.09P+wL´2/2)/L´ =

Mpb = 1.1RyF

ybZ

b + Muv =

Mpc =

Zc = 506.11 pulg3 = 8294 cm3

b = h = 46.00 cmt = 3.00 cm

13.33 OK

6. Cálculo del Cortante Basal

1250.3 ton (SAP2000)

9185.37 ton10435.67

6.1. CEC - 2000

0.35I: 1

Ca: 2.5S: 1 (S1 - suelo firme)

Øb: 1Øe: 1h = 24.39 mT = 0.936 seg

(Modal) Tx = 1.18 seg(Modal) Ty = 2.19 seg

C = 1.181R = 10

Cs = 0.041V = 431.5 ton

w (piso) = 1560w (elementos x piso) = 208.38 (prom)

T = 1.06 w (cubierta) = 1355Ft = 31.96

(CEC) K = 1

(1) (2)

Piso hi (hx) wi (2) (1) x (2) V-Ft Fx1 4.57317 4.573 1768.41 8087.26 399.5 21.732 8.53659 8.537 1768.41 15096.21 399.5 40.573 12.5 12.500 1768.41 22105.17 399.5 59.414 16.4634 16.463 1768.41 29114.12 399.5 78.255 20.4268 20.427 1768.41 36123.08 399.5 97.086 24.3902 24.390 1563.60 38136.67 399.5 134.45

148662.50

Derivas Desplaz.Piso Eje x Eje y

6to piso 0.02784 0.10245to piso 0.02474 0.0871

=

Welementos

=

Wpiso

=

CASO A: Z:

hik (1)

C=1 .25SS

T

V=ZIC

Rφb φe

W

4/3)( nt hCT

6

1

)(

iii

xxx

hw

hwFtVF

4to piso 0.0203 0.0693ro piso 0.01508 0.04852do piso 0.00935 0.02771ro piso 0.00404 0.0099

Derivas (CEC - 2001) R = 10Piso Eje x Eje y ¿Cumple?

6to piso 0.0078 0.0386 Si No5to piso 0.0112 0.0457 Si No4to piso 0.0132 0.0517 Si No3ro piso 0.0145 0.0525 Si No2do piso 0.0134 0.0449 Si No1ro piso 0.0088 0.0216 Si No

0.35I: 1

Ca: 2.5S: 1 (S1 - suelo firme)

Øb: 1Øe: 1h = 24.39 mT = 0.936 seg

(Modal) Tx = 1.18 seg(Modal) Ty = 2.19 seg

C = 1.181R = 7.5

Cs = 0.055V = 575.3 ton

w (piso) = 1560w (elementos x piso) = 208.38 (prom)

T = 1.06 w (cubierta) = 1355Ft = 42.61

(CEC) K = 1

Piso hi (hx) wi (2) (1) x (2) V-Ft Fx1 4.57317 4.573 1768.41 8087.26 532.7 28.982 8.53659 8.537 1768.41 15096.21 532.7 54.103 12.5 12.500 1768.41 22105.17 532.7 79.214 16.4634 16.463 1768.41 29114.12 532.7 104.335 20.4268 20.427 1768.41 36123.08 532.7 129.446 24.3902 24.390 1563.60 38136.67 532.7 179.27

148662.50

Las combinaciones de carga a usarse según CEC 2001 son:

1.4 D + 1.7L0.75(1.4D+1.7L+1.87E)

CASO B: Z:

hik (1)Derivas:

No es necesario realizar este cálculo puesto que con los resultados obtenidos con R = 10, se infiere que con R = 6.25, las derivas serán peores.

C=1 .25SS

T

V=ZIC

Rφb φe

W

4/3)( nt hCT

6

1

)(

iii

xxx

hw

hwFtVF

0.9D+1.43E

1.05D+1.28L+1.40E

6.2. IBC (ASCE 7-05)

a. Suelo tipo D.

Ss: 1.5S1: 0.6Fa: 1Fv: 1.5

Fa.Ss = 1.5

Fv.S1 = 0.9

1.0 Cu = 1.4

0.6

R = 8 0.028

I = 1 80 piex = 0.8

Cs = 0.125

1.305 s N = 6Ta = 0.932 s T = 1.18000 segTa = 0.6 s

(MODAL) Tx = 1.18 sTy = 2.19 s

Condiciones Cs > 0.01 OK ¿ Cs < 0.064 ? no, entonces Cs = 0.064

Cs = 0.064

0.6 Cs > 0.038 OK

Por lo tanto, Cs = 0.064

V = 663.28 tonw (piso) = 1560

Interporlación w (elementos x piso) = 208.38 (prom)K = 1 T = 0.5 w (cubierta) = 1355K = 2 T = 2.5

T = 1.18

1.02.0

1.320.66

K = 1.34 (a usarse)

Piso hi (hx) wi (2) (1) x (2) Fx1 4.57317 7.668 1768.41 13560.48 0.035 23.292 8.53659 17.698 1768.41 31297.14 0.081 53.753 12.5 29.503 1768.41 52172.69 0.135 89.604 16.4634 42.671 1768.41 75460.64 0.195 129.595 20.4268 56.973 1768.41 100751.86 0.261 173.03

SMS

:

SM1

:

SDS

: 2/3*SMS:

; SD1

S

D1: 2/3*S

M1:

Ct =

hn =

Cu*Ta =

Si SD1

k1 =T1 =T2 =k1 =

hik (1) Cvx

I

RT

S

I

RS

Cs DDS 101.0

xnta hCT aua TCTT

NTa 1.0

VCF vxx

n

i

kii

kxx

vx

hw

hwC

1

6 24.3902 72.255 1563.60 112978.61 0.293 194.03386221.41

Derivas Desplaz.Piso Eje x Eje y

6to piso 0.0577 0.21225to piso 0.05168 0.18144to piso 0.04268 0.14423ro piso 0.03169 0.10172do piso 0.01965 0.0581ro piso 0.00848 0.0208

Derivas (Asce 7 - 05) 5.5Piso Eje x Eje y ¿Cumple?

6to piso 0.0084 0.0427 Si No5to piso 0.0125 0.0516 Si No4to piso 0.0153 0.0590 Si No3ro piso 0.0167 0.0606 Si No2do piso 0.0155 0.0516 Si No1ro piso 0.0102 0.0250 Si No

b. Suelo tipo D.

Ss: 1.5S1: 0.6Fa: 1Fv: 1.5

Fa.Ss = 1.5

Fv.S1 = 0.9

1.0 Cu = 1.4

0.6

R = 6 0.028

I = 1 80 piex = 0.8

Cs = 0.167

1.305 s N = 6Ta = 0.932 s T = Ta = 1.18000 segTa = 0.6 s

(MODAL) Tx = 1.18 sTy = 2.19 s

Condiciones Cs > 0.01 OK ¿ Cs < 0.085 ? no, entonces Cs = 0.085

Cs = 0.085

0.6 Cs > 0.050 OK

Por lo tanto, Cs = 0.085

V = 884.38 tonw (piso) = 1560

Interporlación w (elementos x piso) = 208.38 (prom)

=

SMS

:

SM1

:

SDS

: 2/3*SMS:

SD1

S

D1: 2/3*S

M1:

Ct =

hn =

Cu*Ta =

Si SD1

xnta hCT

NTa 1.0

K = 1 T = 0.5 w (cubierta) = 1355K = 2 T = 2.5

T = 1.18

1.02.0

1.320.66

K = 1.34 (a usarse)

Piso hi (hx) wi (2) (1) x (2) Fx1 4.57317 7.668 1768.41 13560.48 0.035 31.052 8.53659 17.698 1768.41 31297.14 0.081 71.663 12.5 29.503 1768.41 52172.69 0.135 119.474 16.4634 42.671 1768.41 75460.64 0.195 172.795 20.4268 56.973 1768.41 100751.86 0.261 230.706 24.3902 72.255 1563.60 112978.61 0.293 258.70

386221.41

Las combinaciones de carga a usarse según IBC (ASCE 7-05) son:

1.4D1.2 D + 1.6 L

VCEC R =10 431.5 10436IBC R = 8 663.28IBC R = 6 884.38CEC R = ? 575.33 Cs = 0.055

R = 7.5

k1 =T1 =T2 =k1 =

hik (1) Cvx

1.2 D + 0.5 L 1.0 E0.9D 1.4 E

wtot =

VCF vxx

n

i

kii

kxx

vx

hw

hwC

1

180.266395159.388719

4/3)( nt hCT

Pre Dimension Amien To

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