CARGAS DE VIENTO

MINERA YANACOCHA SRL

ALMACEN DE FLOTA

1.- CORREA DE TECHO

1.2 METRADO DE CARGAS

Peso propio

Cobertura (TR-4)

S/C Nieve= 5 kg/m2= 5

= 50

= 60 kg/m2

WD = 60 kg/m2 x 1.77 m = 110 kg/m

Correas simplemente apoyadas:

Mmax= 110x7.0/8 = 674 Kg-m.

Suponiendo: C-8x2x3.0

Cb=1.13

3 Lneas de templadores.

Lx=7.00m22.96 ft.

Ly=1.75m5.74ft.

Ma=5.095 Kp-ft = 706.06 Kg-m >Mmax (Ok!)

Id=13.273 in4 552.46 cm4.

Dellexiones:

Dt = 3.0 cm.

L/233

< L/200

Dd = 0.50 cm.

L/1400 < L/300

DL = 2.50 cm.

L/280

< L/250

2.- CORREA DE PARED

2. Lneas de TempladoresPRTICO TPICO

2.1 METRADO DE CARGAS

CARGAS MUERTAS

Peso propio

Correas

Cobertura (TR-4)= 20 kg/m2= 10

= 10

= 40 kg/m2

WD = 40 kg/m2 x 7.0 m = 280 kg/m

CARGAS VIVAS

Area tributaria=56m = 602.47 ft

R=r(A-150)=0.08(602.47-150)=36.2 %

Carga viva (Al 60%)= 60 kg/m2

= 60 kg/m2

WL = 60 kg/m2 x 7.0 m = 420 kg/m

CARGAS NIEVE

Carga nieve= 100 kg/m2

= 100 kg/m2

WS = 100 kg/m2 x 7.0 m = 700 kg/m

CARGAS DE VIENTO

V = 84 MPH = 135 km/h

P= Ce.Cq.qs.Iw =

qs = 85 kg/m2Ce = 1.06

Iw = 1.00

TECHOS

Succin :q = 90 x (-0.70) = -63 kg/m2Ww = -63 kg/m2 x7.00 m = -440 kg/m

PAREDES

A barlovento :q = 90 x (0.80) = 72 kg/m2Ww = 72 kg/m2 x7.00 m = 500 kg/m

A sotavento :q = 90 x (-.050) = -45 kg/m2Ww = -45 kg/m2 x7.00 m = -315 kg/m

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 SDI = 1.0

Cv = 0.54

R = 4.5

Ca = 0.36

Na = 1.0

Nv = 1.0

T = Ct(hM)3/4 = 0.0853 (5.10)3/4 = 0.289

V = Cv.I/(R.T).W = (0.54x1.0) x W /(4.5x0.289) = 0.41W

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 = 65x8.0x7.0= 3640 kg

V = 0.20 (3640) = 728 kg

COMBINACIONES

1) D + S

2) D + 0.75S + 0.5 W

3) D + 0.5S + W

4) D + L + E

2.2 DIMENSIONAMIENTO

COLUMNA H = 5.10 m

Es crtica en la COMBINACIN (1)

P = 3933 kg

M = 3890 mkg

Suponiendo W 12 X 26

A = 7.65 in2 = 49.35 cm2Ix = 204 in4 = 8491.12 cm4Vigas W 12 x 26

Iy = 17.3 in4 = 720.08 cm4GA = 0

Sx = 33.4 in3 = 547.32 cm3GB = (1/510) / (1/400) = 0.78

rx = 5.17 in = 13.13 cm

KxLx / rx = 1.15 x 510/13.13 = 45

ry = 1.51 in = 3.83 cm

rT = 1.72 in = 4.36 cm

En la direccin secundaria (prtico ariostrado)

d/Af = 4.95 in-1 = 1.95 cm

KyLy / ry = 1.0 x 510/3.83 = 133 (CONTROLA)

Fa = 593 kg/cm2

fa = 3890 / 49.35 = 78.82 kg/cm2fa / Fa = 78.82/593 = 0.13 < 0.15

i)Lb = 510 cm

Cb = 1.75 + 1.05(M1/M2) +0.3(M1/M2)2 = 2.39

l/rT = 510 / 4.36 = 117

=82.31 ( l/rT (=184.03

Fb = [2/3 (Fy(l/rT)2)/(1075.71x105Cb)] Fy

Fb = 0.53 x 2530 = 1341 kg/cm2

ii)Fb = (843.69 x 103Cb) / (ld/Af) = 2029 kg/cm2

Fbmax = 2029 kg/cm2 > 0.6Fy = 1518 kg/cm2 por lo tanto

Fbmax = 1518 kg/cm2fb = 3890 x 100 / 547.32 = 710.73

fb / Fb = 710.73 / 1518 = 0.47

fa / Fa + fb / Fb = 0.13 + 0.47 = 0.60 ( 1.0 (O.K.)

USAR W 12 x 26

VIGAEs crtica en la COMBINACIN (1)

M = 3890 kg.m

Suponiendo W 12 X 26

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

= 84.68 ( 91.74 ( =189.34

Fb = [2/3 (Fy(l/rT)2)/(1075.71x105Cb)] Fy

Fb = 0.58x2530 = 1467 kg/cm2

Fb = (843.69 x 103Cb) / (ld/Af) = 2738 kg/cm2

Fbmax = 1518 kg/cm2fb = 3890 x 100/547.32 = 710.73 < Fb (O.K.)

USAR W 12 x 26

3. PRTICO LONGITUDINAL

3.1 METRADO DE CARGAS

CARGAS DE SISMO

Peso de estructura

Cobertura (TR-4)

S/C techo (al 25%)= 30 kg/m2= 10

= 25

Pq= 65 kg/m2

V = 0.20 x PTPT = 65 x 14.0 x 4.0 = 3640 kg

V = 728 kg

CARGAS DE VIENTO

V = 84 MPH = 135 km/h

qs = 85 kg/m2Ce = 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/m2EN LAS PAREDES

WBARLOVENTO = 72 x 4.0 = 288 kg/m

WSOTAVENTO = -45 x 4.0 = 180 kg/m

3.2 DIMENSIONAMIENTO

VIGA LONGITUDINALP = 364 kg

Suponiendo W 6 X 12

A = 3.55 in2 = 22.90 cm2rx = 2.49 in = 6.32 cm

KK/rx = 1.0 x 700 / 6.32 = 111

Fa = 811 kg/cm2Pa = 22.90 x 811 = 18571 kg >> P (O.K.)

USAR W 6 x 12

DIAGONALES DE ARRIOSTRET = 450 kg

Suponiendo 2L 3 X

A = 2.88 in2 = 18.58 cm2r = 0.93 in = 2.36 cm

Ta=1500 kg/cm

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

1

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