Post on 25-Jan-2016
description
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 = Øflect =
fu = Øc =
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 = wU * s * f =
tw =
h/tw =
ØVn = Øc(0.6)FywAw = Øc(0.6)Fywtwd =
DD+L =
Da =
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
Mu,max = 15.88 Ton.mVu,max = 9.98 Ton
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
Mu,max = 72.7 Ton.mVu,max = 33.61 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 = wU * s * f =
tw =
h/tw =
ØVn = Øc(0.6)FywAw = Øc(0.6)Fywtwd =
DD+L =
Da =
lPS =
lPS =
(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
Mu,max = 25.35 Ton.mVu,max = 13.26 Ton
Zx (req) = 1112.85 cm3 = 67.91 pulg3
5to piso. 1.1Zx = 74.70 pulg3 Use W18X40 d = 17.9 5.73
Zx = 78.40 pulg3 0.315
50.9
4to, 3er piso. 1.2Zx = 81.49 pulg3 Use W18X46 d = 18.1 5.01
Zx = 90.70 pulg3 0.36
44.6
1ro, 2do piso. 1.4Zx = 95.07 pulg3 Use W21X44 d = 20.7 7.22
Zx = 95.40 pulg3 0.35
53.6Revisión de sección compacta.
W24X84 5.73 OK
50.9 OK
W27X84 5.01 OK
44.6 OK
W30X90 7.22 OK
b/2tf =
tw =
h/tw =
lf =
lw =
lf =
lw =
lf =
lw =
ØVn = Øc(0.6)FywAw = Øc(0.6)Fywtwd =
(Es la reacción extrema de la viga secundaria)
b/2tf =
tw =
h/tw =
b/2tf =
tw =
h/tw =
b/2tf =
tw =
h/tw =
lf =
lw =
lf =
lw =
lf =
53.6 OK
Revisión de cortante.
Sección mas crítica: W24X84
2.45(29000/36)^0.5 = 69.54 > 50.9
49.82384 Ton OK
3.3 Vigas interiores de cubierta.Pu = 18.70 ton
Mu,max = 53.53 Ton.mVu,max = 28.05 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
Revisión de cortante.
2.45(29000/36)^0.5 = 69.54 > 50.9Ton OK
90.05138
3.4 Vigas exteriores de cubierta.Pu = 6.51 ton
Mu,max = 18.64 Ton.mVu,max = 9.77 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
Revisión de sección compacta.
W24X84 7.06 OK
53.5 OK
lw =
ØVn = Øc(0.6)FywAw = Øc(0.6)Fywtwd =
(Es la reacción extrema de la viga secundaria)
tw =
h/tw =
b/2tf =
lf =
lw =
ØVn = Øc(0.6)FywAw = Øc(0.6)Fywtwd =
(Es la reacción mayor de la viga secundaria)
tw =
h/tw =
b/2tf =
lf =
lw =
Revisión de cortante.
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
5to piso. 1.1Zx = 50.63 pulg3 Use W18X35 d = 17.7 7.06
Zx = 66.50 pulg3 0.3
53.5
4to, 3er piso. 1.2Zx = 55.23 pulg3 Use W18X35 d = 17.7 7.06
Zx = 66.50 pulg3 0.3
53.5
1ro, 2do piso. 1.4Zx = 64.43 pulg3 Use W18X35 d = 17.7 7.06
Zx = 66.50 pulg3 0.3
53.5
Revisión de sección compacta.
W18X35 7.06 OK
53.5 OK
W18X35 7.06 OK
53.5 OK
W18X35 7.06 OK
53.5 OK
Revisión de cortante.
Sección mas crítica: W24X84
2.45(29000/36)^0.5 = 69.54 > 53.5
ØVn = Øc(0.6)FywAw = Øc(0.6)Fywtwd =
lPS =
lPS =
qU =
b/2tf =
tw =
h/tw =
b/2tf =
tw =
h/tw =
b/2tf =
tw =
h/tw =
lf =
lw =
lf =
lw =
lf =
lw =
46.92109 Ton OK
4.2 Vigas exteriores del 1ro al 5to piso.
1.17 ton/mMu,max = 8.6 Ton.mVu,max = 5.63 Ton
Zx (req) = 377.53 cm3 = 23.04 pulg3
5to piso. 1.1Zx = 25.34 pulg3 Use W16X26 d = 15.7 7.97
Zx = 44.20 pulg3 0.25
56.8
4to, 3er piso. 1.2Zx = 27.65 pulg3 Use W16X26 d = 15.7 7.97
Zx = 44.20 pulg3 0.25
56.8
1ro, 2do piso. 1.4Zx = 32.25 pulg3 Use W16X26 d = 15.7 7.97
Zx = 44.20 pulg3 0.25
56.8Revisión de sección compacta.
W16X26 7.97 OK
56.8 OK
W16X26 7.97 OK
56.8 OK
W16X26 7.97 OK
56.8 OK
Revisión de cortante.
Sección mas crítica: W24X84
2.45(29000/36)^0.5 = 69.54 > 56.8
34.68273 Ton OK
4.3 Vigas interiores de cubierta.
1.85 ton/mMu,max = 12.63 Ton.mVu,max = 8.473 Ton
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)FywAw = Øc(0.6)Fywtwd =
qU =
b/2tf =
tw =
h/tw =
b/2tf =
tw =
h/tw =
b/2tf =
tw =
h/tw =
lf =
lw =
lf =
lw =
lf =
lw =
ØVn = Øc(0.6)FywAw = Øc(0.6)Fywtwd =
qU =
(Es la reacción extrema de la viga secundaria)
tw =
h/tw =
7.97
Revisión de sección compacta.
W24X84 7.97 OK
56.8 OK
Revisión de cortante.
2.45(29000/36)^0.5 = 69.54 > 56.8Ton OK
34.68273
4.4 Vigas exteriores de cubierta.
0.93 ton/mMu,max = 6.468 Ton.mVu,max = 4.237 Ton
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
Revisión de sección compacta.
W24X84 7.97 OK
56.8 OK
Revisión de cortante.
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 =
lf =
lw =
ØVn = Øc(0.6)FywAw = Øc(0.6)Fywtwd =
qU =
(Es la reacción extrema de la viga secundaria)
tw =
h/tw =
b/2tf =
lf =
lw =
ØVn = Øc(0.6)FywAw = Øc(0.6)Fywtwd =
lPS =
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 = CprRyZeFy =
Vp = (2Mpr + 466.23P+wL´2/2)/L´ =
SMpb = 1.1RyFybZb + Muv =SMpc =
l =
tw =
h/tw =
b/2tf =
Mpr = CprRyZeFy =
Vp = (2Mpr + 476.33P+wL´2/2)/L´ =
SMpb = 1.1RyFybZb + Muv =SMpc =
l =
tw =
h/tw =
b/2tf =
Mpr = CprRyZeFy =
Vp = (2Mpr + 486.09P+wL´2/2)/L´ =
SMpb = 1.1RyFybZb + Muv =SMpc =
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
l =
Welementos =
Wpiso =
CASO A: Z:
hik (1)
C=1 .25SS
T
V=ZICRφbφe
W
T=C t( hn )3/4
Fx=(V−Ft )wx hx
∑i=1
6
wihi
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=ZICRφbφe
W
T=C t( hn )3/4
Fx=(V−Ft )wx hx
∑i=1
6
wihi
0.9D+1.43E1.05D+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 > 0.037 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 ³ 0.4
SD1: 2/3*SM1:
Ct =
hn =
Cu*Ta =
Si SD1³
Dk1 =DT1 =DT2 =Dk1 =
hik (1) Cvx
0 .01≤Cs=SDS
(RI )≤SD1
T ( RI )
T a=C t (hn)x
T a≤T≤CuT a
T a=0 .1N
Fx=CvxV Cvx=wxhx
k
∑i=1
n
wihik
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)
W =
SMS:
SM1:
SDS: 2/3*SMS: SD1 ³ 0.4
SD1: 2/3*SM1:
Ct =
hn =
Cu*Ta =
Si SD1³
T a=C t (hn)x
T a=0 .1N
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
Dk1 =DT1 =DT2 =Dk1 =
hik (1) Cvx
1.2 D + 0.5 L ± 1.0 E0.9D ± 1.4 E
wtot =
Fx=CvxV Cvx=wxhx
k
∑i=1
n
wihik
180.266395159.388719
T=C t( hn )3/4