notas de calculos

1. KVAERNER
ANIONIC PLOCCULANT
1
1 CORREA DE TIPICA
 Peso Propio = 5 kg/m²
 TCA-804 = 15 “
 Cielo raso = 10 “
 S/C Techo = 30 “
 Viento:
V=135 km/hr qs=85 kg/m²
Segun UBC.
2. PÓRTICO TÍPICO
2.1 METRADO DE CARGAS
CARGAS MUERTAS
 Peso propio
 Correas
 Cobertura (TR-4)
= 20 kg/m2
= 10 “
= 10 “
= 40 kg/m2

2. KVAERNER
ANIONIC PLOCCULANT
2
WD = 40 kg/m2 x 2.70 m = 108 kg/m
CARGAS VIVAS
Area tributaria= 15.93m² = 171.38 ft²
 Carga viva (Al 100%) = 100 kg/m2
= 60 kg/m2
WL = 100 kg/m2 x 2.70 m = 270 kg/m
CARGAS NIEVE
 Carga nieve = 100 kg/m2
= 100 kg/m2
WS = 100 kg/m2 x 2.70 m = 270 kg/m
CARGAS DE VIENTO
V = 84 MPH = 135 km/h
P= Ce.Cq.qs.Iw =
qs = 85 kg/m2
Ce = 1.06
Iw = 1.00
TECHOS
 Succión : q = 90 x (-0.70) = -63 kg/m2
Ww = -63 kg/m2
x2.70 m = -170 kg/m
PAREDES
 A barlovento : q = 90 x (0.80) = 72 kg/m2
Ww = 72 kg/m2
x2.70 m = 195 kg/m
 A sotavento : q = 90 x (-.050) = -45 kg/m2
Ww = -45 kg/m2
x2.70 m = -122 kg/m

3. KVAERNER
ANIONIC PLOCCULANT
3
CARGAS DE SISMO
 Carga muerta
 Carga viva (25%)
= 40 kg/m2
= 25 “
q = 65 kg/m2
W = 65 x 7.00 x 8.00 = 3640 kg
UBC Zona 3: Z = 0.3
Perfil de suelo SD
I = 1.0
Cv = 0.54
R = 4.5
Ca = 0.36
Na = 1.0
Nv = 1.0
T = Ct(hM)3/4
= 0.0853 (6.50)3/4
= 0.3472
V = Cv.I/(R.T).W = (0.54x1.0) x W /(4.5x0.3472) = 0.34W
No debe de ser mayor que:
V = 2.5 Ca.I W / R = 2.50x0.36x1.00/4.5x W=0.20xW
Ni menor que:
V = 0.11Ca.I W = 0.04 W
De donde:
W = 65x5.90x2.7= 1036 kg
V = 0.20 (1036) = 207 kg
CARGAS DE LA VIGA CARRILERA
Carga en el centro de luz para la posición mas desfavorable de la carga (bajo
cumbrera).
P=923 Kg.
Carga en el nudo de columna debido al peso propio de la viga carrilera.
P=26 Kg.
COMBINACIONES
1) D + S+ DLe
2) D + 0.75S + 0.5 W+ DLe
3) D + 0.5S + W+ DLe

4. KVAERNER
ANIONIC PLOCCULANT
4
4) D + L + E+ DLe
*************
2.2 DIMENSIONAMIENTO
COLUMNA H = 5.10 m
Es crítica en la COMBINACIÓN (4)
P = 3273 kg
M = 4465 mkg
 Suponiendo W 12 X 26 A = 7.65 in2
= 49.35 cm2
Ix = 204 in4
= 8491.12 cm4
donde: Para vigas W 8 x 18 Iy = 17.3 in4
= 720.08 cm4
GA = 10 Sx = 33.4 in3
= 547.32 cm3
GB = (1/510) / (1/400) = 0.78 rx = 5.17 in = 13.13 cm
KxLx / rx = 1.80 x 510/13.13 = 70 ry = 1.51 in = 3.83 cm
rT = 1.72 in = 4.36 cm
En la dirección secundaria (pórtico ariiostrado)
KyLy / ry = 1.0 x 510/3.83 = 133 (CONTROLA)
Fa = 593 kg/cm2
fa = 3273 / 49.35 = 66.32 kg/cm2
fa / Fa = 66.32/593 = 0.11 < 0.15
Lb = 510 cm
Cb = 1.75
l/rT = 510 / 4.36 = 117
y
b F
/
xC
x
. 3
10
42
7171 =70.41  l/rT  y
b F
/
xC
x
. 6
10
85
35 =157.4
Fb = [2/3 – (Fy(l/rT)2
)/(1075.71x105
Cb)] Fy
Fb = 0.48 x 2530 = 1214 kg/cm2
Fb = (843.69 x 103
Cb) / (ld/Af) = 1485 kg/cm2
Fbmax = 1485 kg/cm2
fb = 4465 x 100 / 547.32 = 815.79
fb / Fb = 815.79 / 1485 =0.55
fa / Fa + fb / Fb = 0.11 + 0.55 =0.66  1.0 (O.K.)

5. KVAERNER
ANIONIC PLOCCULANT
5
USAR W 12 x 26
VIGA
Es crítica en la COMBINACIÓN (4)
M = 4465 kg.m
Suponiendo W 8 X 18 Sx = 33.4 in3
= 547.32 cm3
rT = 1.72 in = 4.36 cm
Lb = 400 cm
Cb = 1.75 +1.05(2842/4465) +0.3 (2842/4465)2
= 2.53
l/rT = 400 / 4.36 = 91.74
y
b F
/
xC
x
. 3
10
42
7171 = 84.68  91.74  y
b F
/
xC
x
. 6
10
85
35 =189.34
Fb = [2/3 – (Fy(l/rT)2
)/(1075.71x105
Cb)] Fy
Fb = 0.58x2530 = 1467 kg/cm2
Fb = (843.69 x 103
Cb) / (ld/Af) = 2738 kg/cm2
Fbmax = 1518 kg/cm2
fb =4465 x 100/547.32 = 815.8 < Fb (O.K.)
USAR W 12 x 26
3. PÓRTICO LONGITUDINAL
3.1 METRADO DE CARGAS
CARGAS DE SISMO

6. KVAERNER
ANIONIC PLOCCULANT
6
 Peso de estructura
 Cobertura (TR-4)
 S/C techo (al 25%)
= 30 kg/m2
= 10 “
= 25 “
Pq = 65 kg/m2
V = 0.20 x PT
PT = 65 x 14.0 x 4.0 = 3640 kg
V = 728 kg
CARGAS DE VIENTO
V = 84 MPH = 135 km/h
qs = 85 kg/m2
Ce = 1.06
I = 1.00
PAREDES O SUP. VERTICAL
 A barlovento : q = 90 x (0.80) = 72 kg/m2
 A sotavento : q = 90 x (-.050) = -45 kg/m2
EN LAS PAREDES
WBARLOVENTO = 72 x 4.0 = 288 kg/m
WSOTAVENTO = -45 x 4.0 = 180 kg/m
3.2 DIMENSIONAMIENTO
VIGA LONGITUDINAL
P = 364 kg
 Suponiendo W 6 X 12 A = 3.55 in2
= 22.90 cm2
rx = 2.49 in = 6.32 cm
KK/rx = 1.0 x 700 / 6.32 = 111
Fa = 811 kg/cm2
Pa = 22.90 x 811 = 18571 kg >> P (O.K.)
USAR W 6 x 12

7. KVAERNER
ANIONIC PLOCCULANT
7
DIAGONALES DE ARRIOSTRE
T = 450 kg
 Suponiendo 2L 3” X ¼” A = 2.88 in2
= 18.58 cm2
r = 0.93 in = 2.36 cm
Ta=1500 kg/cm²
Pa = 1500 x 18.58 = 27870 kg >> T (O.K.)
Esbelteces:
KK/rx = 1.0 x 700 / 4.33 = 161 < 200 (O.K.)
USAR 2L 3” x ¼”