ACEROS - COBERTURA - CUPULA.xlsx

1.- PREDIMENSIONAMIENTO:

Fórmula: h = L/n

• Tijeral de Cuerda Superior Curva.- n = 6-10

L = 25.00 mts

f h = 2.78 mts

• Calculando ( r ).- r = f / L

r = 0.11

• Relación ( f / H ).- f / H H = 8.00 mts

r = 0.35

2.- CALCULO DE LA CARGA DE VIENTO:

Velocidad de Diseño.- Ciudad : moquegua

V = 45 Km/h

Presión Dinámica.-

q = 0.005 V²

q = 10.13 Km/h

A

BC

D

A

B

C

D

E

F

• Presión o Succion sobre muros: P = Cpq

Ø A B C D E F

0º 0.9 -0.5 -0.7 -0.7 * -0.7

90º -0.7 -0.7 0.9 -0.5 -1.0 -1.0

• Coeficiente de Presión sobre techos circulares:

Barlovento Central Sotavento

(2.8r- 0.7) (-r-0.7) ( -0.5)

0.14 -1.00 -0.5

3.- CALCULO DEL COEFICIENTE DE PRESION ( Cpe ): Cp = Cpe - Cpi

• Considerando una estructura cerrada entonces las presiones interiores

a = 6.00 x = 25.00

n = a.b b = 3.00 z = 5.00

x.z

n = 14.40 % < 30%

Para 0º

Barlovento Sotavento

Lado Cpe Cpi Cp Lado Cpe Cpi Cp

A 0.90 0.30 0.60 A 0.90 -0.30 1.20

B -0.50 0.30 -0.80 B -0.50 -0.30 -0.20

C -0.70 0.30 -1.00 C -0.70 -0.30 -0.40

D -0.70 0.30 -1.00 D -0.70 -0.30 -0.40

E 0.14 0.30 -0.16 E 0.14 -0.30 0.44

F -0.50 0.30 -0.80 F -0.50 -0.30 -0.20

Para 90º


Lado Cpe Cpi Cp Lado Cpe Cpi Cp

A -0.70 0.30 -1.00 A -0.70 -0.30 -0.40

B -0.70 0.30 -1.00 B -0.70 -0.30 -0.40

C 0.90 0.30 0.60 C 0.90 -0.30 1.20

D -0.50 0.30 -0.80 D -0.50 -0.30 -0.20

E 0.14 0.30 -0.16 E 0.14 -0.30 0.44

F -0.50 0.30 -0.80 F -0.50 -0.30 -0.20

• Consideramos la mayor diferencia de Coeficientes internos externos

4.- CALCULO DE LA CARGA DE VIENTO ( Cw ): P = Cp x Cr x q


Lado Cp Cr q P(Kg/m2) Lado Cp Cr q P(Kg/m2)

A -1.00 1.00 32.00 -32.00 A -0.40 1.00 32.00 -12.80

B -1.00 1.00 32.00 -32.00 B -0.40 1.00 32.00 -12.80

C 0.60 1.00 32.00 19.20 C 1.20 1.00 32.00 38.40

D -0.80 1.00 32.00 -25.60 D -0.20 1.00 32.00 -6.40

E -0.16 1.00 32.00 -5.12 E 0.44 1.00 32.00 14.08

F -0.80 1.00 32.00 -25.60 F -0.20 1.00 32.00 -6.40

f / H < 0.3

quedan Cpi = + 0.30

• Para el diseño deberemos aplicar la siguiente fórmula Cw = P x x AT


Lado P Dist. Nud AT Cw (kg) Cw (T) Lado P Dist. Nud AT Cw (kg) Cw (T)

A -32.00 3.60 5.00 -576.00 -0.58 A -12.80 3.60 5.00 -230.40 -0.23

B -32.00 3.60 5.00 -576.00 -0.58 B -12.80 3.60 5.00 -230.40 -0.23

C 19.20 3.60 5.00 345.60 0.35 C 38.40 3.60 5.00 691.20 0.69

D -25.60 3.60 5.00 -460.80 -0.46 D -6.40 3.60 5.00 -115.20 -0.12

E -5.12 3.60 5.00 -92.16 -0.09 E 14.08 3.60 5.00 253.44 0.25

F -25.60 3.60 5.00 -460.80 -0.46 F -6.40 3.60 5.00 -115.20 -0.12

4.- CALCULO DE LA CARGA DE LLUVIA:

DATOS: Formula: Peso de lluvia = Espesor X Peso Especifico del Agua

Peso Especifico del agua: = 1000.00 kg/m3

Espesor = 4.00 mm

Peso de lluvia = 4.00 mm x 1.00 m x 1000.00 kg/m3

1000.00 mm

Peso de lluvia = 4.00 kg/m2

CALCULO DE LA CARGA DE LLUVIA (En cada nudo): CR = Pll x x AT

CR = 4.00 x 3.60 x 5.00

CR = 72.00 Kg ó CR = 0.07 T

5.- CALCULO DE LA CARGA MUERTA:

5.1.- Peso de Policarbonato ( Perfil Gran Onda ): Peso Cal = Espesor X Peso Especif. Del Acero

Dim = 3.00 mm X 900.00 mm X 3600.00 mm X

Peso Especifico del Acero = 7850.00 kg/m3

Peso de Calam. = 3.00 mm x 1.00 m x 7850.00 kg/m3

1000.00 mm

Peso de Calam. = 23.55 kg/m2

5.2.- Metrado de la Armadura:

3.83 x 4.00 = 15.32

7.20 x 2.00 = 14.40

Dist ÷ Nudo

Dist ÷ Nudo

1.30 x 2.00 = 2.60

3.67 x 2.00 = 7.34

2.00 x 2.00 = 4.00 TOTAL = 50.86 m

3.60 x 2.00 = 7.20

Peso de la Estructura = M + x Peso

AT AT x 1.00

Peso de la Estructura = 20.19 Kg/m2

5.3.- Calculo de la Carga Muerta:

CM = (Pcal + P est.) x Dist. Entre Nudo x AT

CM = 787.26 Kg ó CM = 0.79 T

28 1 0.0028

5.- CALCULO DE LA CARGA VIVA: ( En cada Nudo) S/C = 30 Kg/m2 10000

CV = S/C x Dist. Entre Nudo x AT

CV = 540.00 kg ó CV = 0.54 T

6.- CALCULO DE LA ARMADURA.-

Ay = 2.362 T Carga Muerta (CM):BARRA

FUERZA TRACC. Ó

( T ) COMPRESS

By = 2.362 T AC -4.646 Comp.

AE 4.367 Tracc.

0.7

87

0.7

87 EI 4.362 Tracc.

0.7

87

0.7

87 CG 4.336 Tracc.

CI -0.115 Comp.

0.7

87

0.7

87 GI -1.614 Comp.

GH 4.253 Tracc.

1.3

0 CE 0.787 Tracc.

IJ 4.254 Tracc.

BD -4.646 Comp.

BF 4.367 Tracc.

DF 0.787 Tracc.

3.60 m 3.60 m 3.60 m 3.60 m 3.60 m HD 4.336 Tracc.

DJ -0.115 Comp.

JF 4.362 Tracc.

HJ -1.614 Comp.

Ay = 1.620 T Carga Viva (CV):BARRA

FUERZA TRACC. Ó

( T ) COMPRESS

By = 1.620 T AC -3.185 Comp.

AE 2.991 Tracc.

0.5

40

0.5

40 EI 2.991 Tracc.

0.5

40

0.5

40 CG 2.973 Tracc.

CI -0.080 Comp.

0.5

40

0.5

40 GI -1.107 Comp.

GH 2.916 Tracc.

1.3

0 CE 0.540 Tracc.

Metrado del Ø 5/8"

m

1.3

0

IJ 3.066 Tracc.

BD -3.185 Comp.

BF 2.991 Tracc.

DF 0.540 Tracc.

3.60 m 3.60 m 3.60 m 3.60 m 3.60 m HD 2.973 Tracc.

DJ -0.080 Comp.

JF 2.991 Tracc.

HJ -1.107 Comp.

Ay = 0.311 T Carga Viento (CW):BARRA

FUERZA TRACC. Ó

( T ) COMPRESS

By = 0.311 T AC -0.646 Comp.

AE 0.607 Tracc.

0.0

92

0.1

15 EI 0.606 Tracc.

0.0

92

0.1

15 CG 0.635 Tracc.

CI 0.018 Tracc.

0.0

92

0.1

15 GI -0.213 Comp.

GH 0.623 Tracc.

1.3

0 CE 0.092 Tracc.

IJ 0.623 Tracc.

BD -0.578 Comp.

BF -0.543 Comp.

FJ 0.542 Tracc.

3.60 m 3.60 m 3.60 m 3.60 m 3.60 m HD -0.508 Comp.

JD 0.748 Tracc.

HJ -0.018 Comp.

DF 0.115 Tracc.

Ay = 0.216 T Carga Lluvia (CR):BARRA

FUERZA TRACC. Ó

( T ) COMPRESS

By = 0.216 T AC -0.425 Comp.

AE 0.399 Tracc.

0.0

72

0.0

72 EI 0.399 Tracc.

0.0

72

0.0

72 CG 0.397 Tracc.

CI -0.011 Comp.

0.0

72

0.0

72 GI -0.148 Comp.

GH 0.389 Tracc.

1.3

0 CE 0.072 Tracc.

IJ 0.389 Tracc.

BD -0.425 Comp.

BF 0.399 Tracc.

DF 0.072 Tracc.

3.60 m 3.60 m 3.60 m 3.60 m 3.60 m HD 0.397 Tracc.

DJ -0.011 Comp.

JF 0.399 Comp.

HJ -0.148 Comp.

m

m

m

7.- COMBINACIÓN DE CARGAS:

FORMULACOMBINACION DE CARGA DONDE

AISC - LRFD

(A4 . 1) 1.4 D D = Carga Muerta

L = Carga Viva

(A4 . 2) 1.2 D + 1.6 L + 0.5 ( Lr ó S ó R ) Lr = Carga Viva Sobre el Techo

S = Carga de Nieve

(A4 . 3) 1.2 D + 1.6 ( Lr ó S ó R ) + ( 0.8 W ó 0.5 L) R = Carga de Lluvia

W = Carga de Viento

(A4 . 4) 1.2 D + 1.3 W + 0.5 L + 0.5 ( Lr ó S ó R ) E = Carga de Sismo

• (A4 . 1) • (A4 . 2)

BARRAFUERZA COMBINACION

BARRAFUERZA ( T ) COMBINACION

( T ) 1.4 D D L R 1.2 D + 1.6 L + 0.5 R

AC -4.646 -6.504 AC -4.646 -3.185 -0.425 -10.884

AE 4.367 6.114 AE 4.367 2.991 0.399 10.226

EI 4.362 6.107 EI 4.362 2.991 0.399 10.220

CG 4.336 6.070 CG 4.336 2.973 0.397 10.159

CI -0.115 -0.161 CI -0.115 -0.080 -0.011 -0.272

GI -1.614 -2.260 GI -1.614 -1.107 -0.148 -3.782

GH 4.253 5.954 GH 4.253 2.916 0.389 9.964

CE 0.787 1.102 CE 0.787 0.540 0.072 1.844

IJ 4.254 5.956 IJ 4.254 3.066 0.389 10.205

BD -4.646 -6.504 BD -4.646 -3.185 -0.425 -10.884

BF 4.367 6.114 BF 4.367 2.991 0.399 10.226

DF 0.787 1.102 DF 0.787 0.540 0.072 1.844

HD 4.336 6.070 HD 4.336 2.973 0.397 10.159

DJ -0.115 -0.161 DJ -0.115 -0.080 -0.011 -0.272

JF 4.362 6.107 JF 4.362 2.991 0.399 10.220

HJ -1.614 -2.260 HJ -1.614 -1.107 -0.148 -3.782

• (A4 . 3)


D R W 1.2 D + 1.6 R + 0.8 W

AC -4.646 -0.425 -0.646 -6.772

AE 4.367 0.399 0.607 6.364

EI 4.362 0.399 0.606 6.358

CG 4.336 0.397 0.635 6.346

CI -0.115 -0.011 0.018 -0.141

GI -1.614 -0.148 -0.213 -2.344

GH 4.253 0.389 0.623 6.224

CE 0.787 0.072 0.092 1.133

IJ 4.254 0.389 0.623 6.226

BD -4.646 -0.425 -0.578 -6.718

BF 4.367 0.399 -0.543 5.444

DF 0.787 0.072 0.115 1.152

HD 4.336 0.397 -0.508 5.432

DJ -0.115 -0.011 0.748 0.443

JF 4.362 0.399 0.542 6.306

HJ -1.614 -0.148 -0.018 -2.188

• (A4 . 4)


D W L R 1.2 D + 1.3 W + 0.5 L + 0.5 R

AC -4.646 -0.646 -3.185 -0.425 -8.220

AE 4.367 0.607 2.991 0.399 7.725

EI 4.362 0.606 2.991 0.399 7.717

CG 4.336 0.635 2.973 0.397 7.714

CI -0.115 0.018 -0.080 -0.011 -0.160

GI -1.614 -0.213 -1.107 -0.148 -2.841

GH 4.253 0.623 2.916 0.389 7.566

CE 0.787 0.092 0.540 0.072 1.370

IJ 4.254 0.623 3.066 0.389 7.642

BD -4.646 -0.578 -3.185 -0.425 -8.132

BF 4.367 -0.543 2.991 0.399 6.230

DF 0.787 0.115 0.540 0.072 1.400

HD 4.336 -0.508 2.973 0.397 6.228

DJ -0.115 0.748 -0.080 -0.011 0.789

JF 4.362 0.542 2.991 0.399 7.634

HJ -1.614 -0.018 -1.107 -0.148 -2.588

7.- DISEÑO DE ARMADURA:


D L R 1.2 D + 1.6 L + 0.5 R

AC -4.646 -3.185 -0.425 -10.884

CI -0.115 -0.080 -0.011 -0.272

GI -1.614 -1.107 -0.148 -3.782

BD -4.646 -3.185 -0.425 -10.884

DJ -0.115 -0.080 -0.011 -0.272

HJ -1.614 -1.107 -0.148 -3.782

1,2,3,4

25 25 625

25 30 750

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ACEROS - COBERTURA - CUPULA.xlsx