Diseño de Portico de Acero
Diseño de Portico de Acero
Diseño de Portico de Acero
kgf kgf
Fy ≔ 2530 ―― E ≔ 2000000 ――
cm 2 cm 2
kgf
Fu ≔ 4080 ――
cm 2
Ry ≔ 1.5
Rt ≔ 1.2
kgf
Fye ≔ Ry ⋅ Fy = ⎛⎝3.795 ⋅ 10 3 ⎞⎠ ――
cm 2
kgf
Fue ≔ Rt ⋅ Fu = ⎛⎝4.896 ⋅ 10 3 ⎞⎠ ――
cm 2
3.- Propiedades de los Perfiles Utilizados:
D=Carga Muerta
L= Carga Viva
NLx_D = Carga Hipotética de la Carga D, en la dirección x (Coeficiente = 0.002)
NLx_L = Carga Hipotética de la Carga L, en la dirección x (Coeficiente = 0.002)
SEx = Sismo Estático en la Dirección x
tonf tonf
D1_5 ≔ 4 ―― L1_5 ≔ 2 ――
m m
tonf tonf
D6 ≔ 2 ―― L6 ≔ 0.5 ――
m m
5.- Fuente de Masa
Z ≔ 0.45 Tp ≔ 0.60
U ≔ 1.00 TL ≔ 2.00
C ≔ 2.50
S ≔ 1.05
Ro ≔ 8
Ia ≔ 1
Ip ≔ 1
R ≔ Ro ⋅ Ia ⋅ Ip = 8
P ≔ 283.05 tonf
Z⋅U⋅C⋅S
VBasal ≔ ―――― ⋅ P = 41.794 tonf
R
Vmin ≔ Z ⋅ U ⋅ ((0.11)) S ⋅ P = 14.712 tonf
7.- Combinaciones de Carga
Combinaciones sin Considerar NLx
Combo 1 : 1.4D
Combo 2 : 1.2D+1.6L
Desplazamientos EQx
Cortante en la Base - Reacción en la Base
Factor de Amplificación
41.89 tonf
Fa ≔ ―――― = 1.16
36.12 tonf
A24x131 = 248.387 cm 2
ϕ ≔ 0.90
ϕ ⋅ Pn = ⎛⎝5.656 ⋅ 10 5 ⎞⎠ kgf
Pu
Pu ≔ 5393.80 kgf D/C: DC ≔ ――= 0.01
ϕ ⋅ Pn
h ≔ T24x131 = 52.705 cm
tw ≔ tw24x131 = 1.537 cm
h 2 ‾‾‾
E
―= 34.298 λr_alma ≔ 1.49 ⋅ ― = 41.893
tw Fy
⎛b ⎞
if ⎜― ≤ λr_alma , “Perfil No Esbelto” , “Perfil Esbelto”⎟ = “Perfil No Esbelto”
⎝t ⎠
Disposiciones Generales
ϕc ≔ 0.90
Longitud Efectiva K
2 ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾
1.6 ⋅ GA ⋅ GB + 4 ⋅ ⎛⎝GA + GB⎞⎠ + 7.5
k24x131 ≔ ――――――――――= 1.562
GA + GB + 7.5
LLimite ≔ 200
Lc24x131 Lc24x131
――― = 18.091 ――― = 62.131
rx24x131 ry24x131
⎛ Lc24x131 ⎞
if ⎜――― < LLimite , “Cumple Esbeltez” , “Columna Esbelta”⎟ = “Cumple Esbeltez”
⎝ ry24x131 ⎠
L ≔ hp = 300 cm
kgf
G ≔ 790000 ――
cm 2
1
J ≔ ―⎛⎝2 ⋅ bf24x131 ⋅ tf24x131 3 + ⎛⎝d24x131 - tf24x131⎞⎠ ⋅ tw24x131 3 ⎞⎠ = 389.024 cm 4
3
⎛ π2 ⋅ E ⋅ C ⎞ 1 kgf
= ⎛⎝1.698 ⋅ 10 4 ⎞⎠ ――
w
Fe ≔ ⎜―――― + G ⋅ J⎟ ⋅ ――――――
⎜ ⎛k ⋅ L⎞ 2
⎟ Ix24x131 + Iy24x131 cm 2
⎝ ⎝ z ⎠ ⎠
⎛ Fy ⎞
Lc24x131 2 ‾‾‾
E ⎜―― ⎟
kgf
――― = 62.131 4.71 ⋅ ― = 132.427 Fcr ≔ 0.658 ⋅ Fy = ⎛⎝2.377 ⋅ 10 3 ⎞⎠ ――
⎜⎝ Fe ⎟⎠
ry24x131 Fy cm 2
⎛b ⎞
if ⎜― ≤ λp_ala , “Perfil Compacto” , “Perfil no Compacto”⎟ = “Perfil Compacto”
⎝t ⎠
2 ‾‾‾
E
λr_ala ≔ 1.00 ⋅ ― = 28.116
Fy
⎛b ⎞
if ⎜― ≤ λr_ala , “Perfil no Esbelto” , “Perfil Esbelto”⎟ = “Perfil no Esbelto”
⎝t ⎠
Verificacion del Pandeo Local en el alma
h ≔ T24x131 = 52.705 cm
tw ≔ tw24x131 = 1.537 cm
h 2 ‾‾‾
E
―= 34.298 λp_ala ≔ 3.76 ⋅ ― = 105.716
tw Fy
⎛b ⎞
if ⎜― ≤ λp_ala , “Perfil Compacto” , “Perfil no Compacto”⎟ = “Perfil Compacto”
⎝t ⎠
2 ‾‾‾
E
λr_ala ≔ 5.70 ⋅ ― = 160.262
Fy
⎛b ⎞
if ⎜― ≤ λr_ala , “Perfil no Esbelto” , “Perfil Esbelto”⎟ = “Perfil no Esbelto”
⎝t ⎠
Disposiciones Generales
ϕb ≔ 0.90
Cb ≔ 1
Miembros Compactos de Seccion H de simetria doble y Canales flectados en torno a su eje mayor
Fluencia
c≔1
‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾
‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾
2 2
2
E J⋅c
2
⎛ J⋅c ⎞ ⎛ 0.7 ⋅ Fy ⎞
Lr ≔ 1.95 ⋅ rts ⋅ ――― ⋅ ――――+ ⎜―――― ⎟ + 6.76 ⋅ ⎜――― ⎟ = ⎛⎝1.204 ⋅ 10 3 ⎞⎠ cm
0.7 ⋅ Fy Sx24x131 ⋅ ho ⋅
⎝ x24x131 o ⎠
S h ⎝ E ⎠
⎛ ⎛ L b - L p ⎞⎞
⎟⎟ = ⎛⎝1.732 ⋅ 10 ⎞⎠ kgf ⋅ cm
7
Mn2 ≔ Cb ⋅ ⎜Mp - ⎛⎝Mp - 0.7 ⋅ Fy ⋅ Sx24x131⎞⎠ ⋅ ⎜―――
⎝ ⎝ L r - L p ⎠⎠
Disposiciones Generales
ϕv ≔ 0.90
Cv ≔ 1
kgf
Aw ≔ d24x131 ⋅ tw24x131 = 95.629 cm 2 Fy = ⎛⎝2.53 ⋅ 10 3 ⎞⎠ ――
cm 2
Vn ≔ 0.6 ⋅ Fy ⋅ Aw ⋅ Cv = ⎛⎝1.452 ⋅ 10 5 ⎞⎠ kgf
ϕv ⋅ Vn = ⎛⎝1.306 ⋅ 10 5 ⎞⎠ kgf
Vu
Vu ≔ 27942.90 kgf D/C: DC ≔ ――― = 0.214
ϕv ⋅ Vn