CUBIERTA POLIUNE

CARGAS VIVAS Y MUERTAS POR METRO CUAPISO DE A CARGA B.3 C.C.C.S.R. TIPO DE CARGA Kgf/m2 KN/m2

CUB

P1

CARGA DE MANTENIMIENTO TEJA ACUSTICA TIPO CINDulit 180

50.00 4.82

0.50 0.05

TOTAL CARGA VIVA MAS CARGA MUERTA

CARGAS DE VIENTO POR METRO CUADRADO NUDOPISO CARGA B.3 C.C.C.S.R.

DE

A

TIPO DE CARGA

Kgf/m2

KN/m2

CARGA DE VIENTO BARLOVENTO CARGA DE VIENTO SOTAVENTO

34.62 24.73

0.35 0.25

CARGAS DE SISMO POR METRO CUADRAPISO CARGA B.3 C.C.C.S.R.

DE

A

TIPO DE CARGA

Kgf/m2

KN/m2

PESO TEJA (Kg/m2)

4.82

0.05

PESO TOTAL DE LA CUBIERTADE A PESO ARCOS (Kg/ml) PESO CORREAS (Kg/ml) PESO ARRIOSTRAMIENTOS (kg/ml) TIPO DE CARGA Kgf/m 22.97 6.07 KN/m2 0.23 0.06 -

PESO TOTAL DE LA ESTRUCTURA

PESO TOTAL DE MATERIALES

PESO DE MATERIALES POR METRO LINEAL (PESO PRPISO DE A CARGA B.3 C.C.C.S.R. TIPO DE CARGA TUBULAR ESTRUCTURAL CIRCULAR 1 1/2" e= 3mm (kg/ml) Superior TUBULAR ESTRUCTURAL CIRCULAR 1 1/2" e= 3mm (kg/ml) Inferior Kgf/m 3.35 3.35 KN/m 0.03 0.03

TUBULAR ESTRUCTURAL CIRCULAR 1 " e= 3mm (Kg/ml) L=30 Cm TUBULAR ESTRUCTURAL CIRCULAR 1 " e= 2,5mm (Kg/ml) L=130 Cm TEMPLETE ACERO N4 (Kg/ml)

2.90 1.88 1.00

0.03 0.02 0.01

TOTAL CARGA POR METRO LINEAL

PESO POR METRO LINEAL DE CORREAS Y ARRIOSCORREA PERFIL REGTANGULAR 6X2 (150x50 mm); ( e=2mm (kg/ml) 6.07 0.06 -

TOTAL CARGA POR METRO LINEAL

CARGAS VERTICALES SOBRE LOS NUDOS: ARCOS PARN1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

NUDO

AREA AFERENTE M2 LONGITUD ANCHO0.58 1.40 1.63 1.63 1.63 1.63 1.63 1.63 1.63 1.63 1.63 1.63 1.63 1.40 0.58 5.75 5.75 5.75 5.75 5.75 5.75 5.75 5.75 5.75 5.75 5.75 5.75 5.75 5.75 5.75

0 de 0 a 2 2 de 2 a 0 y de 2 a 4 4 de 2 a 0 y de 2 a 4 6 de 4 a 2 y de 4 a 6 8 de 4 a 2 y de 4 a 6 10 de 4 a 2 y de 4 a 6 12 de 4 a 2 y de 4 a 6 14 de 4 a 2 y de 4 a 6 16 de 4 a 2 y de 4 a 6 18 de 4 a 2 y de 4 a 6 20 de 4 a 2 y de 4 a 6 22 de 4 a 2 y de 4 a 6 24 de 4 a 2 y de 4 a 6 26 de 4 a 2 y de 4 a 6 28 de 4 a 2 y de 4 a 6

TOTAL CARGA VERTICAL SOBRE EL ARCO PARA REACCIONES EN CADA UNO DE LOS APOYOS DEL ARC

UERTAS POR METRO CUADRADOAREA AFERENTE LONGITUD (M) ANCHO(M) (M2) CARGA CALCULADA Kgf KN FACTOR DE MAYORACION FACTOR CARGA MAYORADA / M2 Kgf 1.00 1.00 1.00 1.00 1.00 1.00 50.00 4.82 0.50 0.05 1.70 1.60 85.00 7.71 KN 0.85 0.08

A

54.82

0.55

92.71

0.93

METRO CUADRADO NUDOS CENTRALESAREA AFERENTE CARGA CALCULADA FACTOR DE MAYORACION CARGA MAYORADA / M2 Kgf 1.40 1.40 5.75 5.75 8.05 8.05 278.67 199.05 2.79 1.99 1.40 1.40 390.14 278.67 KN 3.90 2.79

LONGITUD (M) ANCHO(M)

(M2)

Kgf

KN

FACTOR

SMO POR METRO CUADRADOAREA AFERENTE CARGA CALCULADA FACTOR DE MAYORACION CARGA MAYORADA / M2 Kgf 35.70 21.91 782.19 3,770.14 37.70 1.40 5,278.20 KN 52.78 0.72

T1(0.48 S)

LONGITUD (M) ANCHO(M)

(M2)

Kgf

KN

FACTOR

3,770.14 LONGITUD (M) 21.91 5.75 CANT 7.00 90.00 ML 153.37 517.50 Kgf 3,522.39 3,141.23 -

37.70 KN 35.22 31.41 FACTOR 1.40 1.40 1.40

5,278.20 Kgf 4,931.34 4,397.72 -

52.78 KN 49.31 43.98 -

CARGA MAYORADA

6,663.61 10,433.75

66.64 104.34

9,329.06 14,607.26

93.29 146.07

METRO LINEAL (PESO PROPIO DEL ARCO)AREA AFERENTE LONGITUD (M) 2.00 1.00 ELEMENTOS / ML 0.93 1.00 (ML) 1.86 1.00 CARGA CALCULADA Kgf 6.23 3.35 KN 0.06 0.03 FACTOR DE MAYORACION FACTOR 1.60 1.60 CARGA MAYORADA / ML Kgf 9.97 5.36 KN 0.10 0.05

0.30 1.28 2.02

2.00 4.00 1.00

0.60 5.12 2.02

1.74 9.63 2.02

0.02 0.10 0.02

1.60 1.60 1.60

2.78 15.40 3.23

0.03 0.15 0.03

22.97

0.23

36.75

0.37

L DE CORREAS Y ARRIOSTRAMIENTOS1.00 1.00 1.00 6.07 0.06 1.60 1.60 9.71 0.10 -

6.07

0.06

9.71

0.10

NUDOS: ARCOS PARABOLICOS TIPICOS 2, 3, 4, 5 y 6CARGA REPARTIDA M2 kgf kn92.71 92.71 92.71 92.71 92.71 92.71 92.71 92.71 92.71 92.71 92.71 92.71 92.71 92.71 92.71 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93

A AFERENTE M2 AREA3.34 8.02 9.37 9.37 9.37 9.37 9.37 9.37 9.37 9.37 9.37 9.37 9.37 8.02 3.34

PESO PROPIO ML kgf kn21.31 51.26 59.90 59.90 59.90 59.90 59.90 59.90 59.90 59.90 59.90 59.90 59.90 51.26 21.31 0.21 0.51 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.51 0.21

CARGA PUNTUAL kgf kn56 56 56 56 56 56 56 56 56 56 56 56 56 56 56 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6

TOTAL CARGAS KG

169.87 199.82 208.45 208.45 208.45 208.45 208.45 208.45 208.45 208.45 208.45 208.45 208.45 199.82 169.87

AL SOBRE EL ARCO PARABOLICO DE LOS APOYOS DEL ARCO PARABOLICO

3,032.35 1,516.18

DISEO DE SIST1(0.48 S)/ (1.6 S)

T2(1.6 S)/

Aa

S( S)/1.84

I

Ct*hn

T

Corredor Coeficiente de Bogota sitio suelo S3 Villavicencio 0.3 1.5

Coeficiente de 5% Importancia Amortiguacion Grupo II 1.1

0.61

2.40

3.72

0.20

DISEO DE SISMOT hn Sa CsSa / R

CtA.4.2.2

R

CORTANTE EN CUBIERTA Cs * Peso Total (Kg)

T/0.35

Altura hasta el punto medio de la cubierta 6.5

hn4.07

(1.2*Aa*S*I) / T/

1.43

0.24

0.05

6

3,482.73

NUMERO DE NUDOSsentido del empuje por el numero de arcos criticos

Fuerza horizontal en c / nudo Kg

35

134.12

BARRA VERTICAL

DISTANCIA ENTRE NUDOS DE NUDO LONGITUD A NUDO

BARRA HORIZONTAL

DISTANCIA ENTRE NUDOSDE NUDO LONGITUD A NUDO

V1 V2

N1 N27

1.1 1.1

N2 N26

BARRA SUPERIOR


BARRA INFERIOR


S1 S2 S3 S4 S5 S6 S7 S8 S9 S10 S11 S12

2 4 6 8 10 12 14 16 18 20 22 24

1.63 1.63 1.63 1.63 1.63 1.63 1.63 1.63 1.63 1.63 1.63 1.63

4 6 8 10 12 14 16 18 20 22 24 26

i1 i2 i3 i4 i5 i6 i7 i8 i9 i 10 i 11 i 12 i 13

1 3 5 7 9 11 13 15 17 19 21 23 25

1.22 1.56 1.56 1.56 1.56 1.56 1.56 1.56 1.56 1.56 1.56 1.56 1.22

3 5 7 9 11 13 15 17 19 21 23 25 27

BARRA DIAGONAL


CARGAS VERTICALESNUDOS TN 0.17 1.52 0.20 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.20 1.52 KG 169.87 1,516.18 199.82 208.45 208.45 208.45 208.45 208.45 208.45 208.45 208.45 208.45 208.45 208.45 199.82 1,516.18 169.87 NUDOS

CARGAS SISMOTN 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13

D1 D2 D3 D4 D5 D6 D7 D8 D9 D10 D11 D12 D13 D14 D15 D16 D17 D18 D19 D20 D21 D22 D23 D24

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25

1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28

3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26

N0 N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20 N21 N22 N23 N24 N25 N26 N27 N28

N0 N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20 N21 N22 N23 N24 N25 N26 N27 N28

ARGAS SISMOKG 134.12

134.12 134.12

134.12

134.12

134.12

134.12

134.12

134.12

134.12

134.12

134.12

134.12

134.12

134.12

NUDO

BARRA

De Nudo 1 2 1 1

A

Longitud Nudo 2 1 3 1 M 1.10 1.22 (Empuje en Columna )

CARGA Kg 1,516 200 3,347 3,077

CALCULO DE LA BARRA INCOGNITA

(v1 )(Carga Vertical P )

(N1 )

(i1 )(Fx Horizontal )

3,347 3,077

NUDO

BARRA

De Nudo 2 2 2 2 2

A

Longitud Nudo 1 2 2 4 3 M 1.10 1.63 1.28

CARGA Kg 1,516 200 134 1,580 1,523


(v1 )(Carga Vertical P ) (Carga Horizontal H )

(N2 )

(S1 ) (D1 )

1,580 1,523

Longitud

CARGA


NUDO

BARRA

De Nudo

A

Nudo

M

Kg

(i1 ) (i2 ) (N3 ) (D2 ) (D1 ) -

3 3

1 5

1.22 1.56

3,347 241 241

3 3 -

4 2 -

1.28 1.28

2,485 1,523

2,485

Longitud

CARGA


NUDO

BARRA

De Nudo

A

Nudo

M

Kg

(S1 )(Carga Vertical P ) (Carga Horizontal H )

4 4 4 4 4

2 4 4 6 5

1.63 1.28

1,580 208 134 4,648 2,450 4,648 2,450

(N4 )

(S2 ) (D3 )

(N4 )

(D2 )

4

3

1.28

2,485

ANGULO REF GRADOS 90 90 23 SEN 1.0000 1.0000 0.3933 COS

ESFUERZO 0.0000 (Compresin ) 0.0000 0.9194 (Compresin ) 1.0000

COMPROBACION F y = 0 F x = 0

-

-

ANGULO REF GRADOS 90 90 SEN 1.0000 1.0000 0.3685 0.4821 COS

ESFUERZO 0.0000 (Compresin ) 0.0000 1.0000 0.9296 (Compresin ) 0.8761 1.0000 (Traccin )

COMPROBACION F y = 0 F x = 0

( ) ( )

22 29 -

-

-

ANGULO ESFUERZO

COMPROBACION Perfil Estructural Circular ASTM - A 500

CA

REF

GRADOS

SEN

COS

F y = 0

F x = 0

( ) ( ) ( ) ( ) -

23 20

0.3933 0.3364

0.9194 (Compresin ) 0.9417 (Compresin ) 0.6100 (Compresin ) 0.8761 1.0000 1.0000 (Traccin ) -

52 29

0.7924 0.4821 -

-

-

ANGULO ESFUERZO


CA

REF

GRADOS

SEN

COS

F y = 0

F x = 0

22 90 18 33

0.3685 1.0000 0.3039 0.5411

0.9296 (Compresin ) 0.0000 1.0000 0.9527 (Compresin ) 0.8410 (Traccin ) -

-

-

72

0.9514

0.3078 (Compresin )

CARACTERISTICAS GEOMETRICAS(Grado ) fy (kg /cm2) DIAMETRO Exterior Pulg ( Cm. ) Interior ( Cm. ) Espesor de Pared ( mm) Area A (cm2)

ELEMENTOS DOBLESCANT AREA A (cm2)

(C )

3220 3220 3220 3220

1 1/2 1 1/2 1 1

4.83 4.83 3.29 3.29

4.23 4.23 2.89 2.89

3 3 2 2

4.27 4.27 1.94 1.94 2 2 3.88 3.88



(C )

3220

1 1/2

4.83

4.23

3

4.27

2

8.54

3220 3220

1 1/2 1

4.83 3.29

4.23 2.89

3 2

4.27 1.94

2 2

8.54 3.88

3220

1

3.29

2.89

2

1.94

2

3.88

FLEXIONMomento Inercia I cm4 Modulo Seccion S cm3 Radio de Giro

FLEXION PARA DOS ELEMENTOS

r

Distancia Distancia exterior Radio de exterior a eje menos radio Giro r 2 cm cm de giro a eje d (cm) d1 (cm)

d1 2

(

r 2 )+( d12)

Radio de Giro

r y cm

10.97 10.97 2.33 2.33

4.55 4.55 1.42 1.42

1.6 1.6 1.1 1.1 5 5 3.9 3.9 1.21 1.21 15.21 15.21 16.42 16.42 4 4.1

FLEXIONMomento Inercia I cm4 Modulo Seccion S cm3 Radio de Giro r cm

FLEXION PARA DOS ELEMENTOSDistancia Distancia exterior Radio de exterior a eje menos radio de giro a eje Giro r 2 cm d (cm) d1 (cm)

d1 270.56

(

r 2 )+( d12)

Radio de Giro

r y cm9

10.97

4.55

1.6

10

8.4

2.56

73.12

10.97 2.33

4.55 1.42

1.6 1.1

10 5

8.4 3.9

2.56 1.21

70.56 15.21

73.12 16.42

9 4.1

2.33

1.42

1.1

5

3.9

1.21

15.21

16.42

4

TORSIONModulo Plastico Z cm3 Momento Inercia J cm4 Modulo Elastico B cm3

DIMENSIONAMIENTO A TRACCION Ft = 60% fy(kg / cm2) Area requerida

Comprobar = T / Ft A - > = 0 (cm2)1.73 0.12 1.29 0.79 #DIV/0! 2.54 4.15 0.65 3.09 #DIV/0!

TIPO DE SOPORTE CASO DE PANDEO DE EULER PARA K

6.15 6.15 1.91 1.91

21.94 21.94 4.66 4.66

9.09 9.09 2.83 2.83

1932 1932 1932 1932 0

Euler Tipo 2



Comprobar = T / Ft A - > = 0 (cm2)0.82 3.45 #VALUE! #VALUE! 1.86 2.61


6.15

21.94

9.09

1932 0 0

Euler Tipo 3

(#DIV/0! ) (#DIV/0! ) 2.41 1.27

6.15 1.91

21.94 4.66

9.09 2.83

1932 1932

Euler Tipo 3

1.91

4.66

2.83

1932

1.29

0.65

Euler Tipo 2

DIMENSIONAMIENTO A COMPRESION

K1 1 1 1 1

= k*L / r = 0 (cm2)2.41 1.86 #VALUE! #VALUE! 0.35 2.48 0.44

6.15

21.94

9.09

1932 0 0

(#DIV/0! ) (#DIV/0! ) 3.92 1.40 1.50

6.15 1.91 1.91

21.94 4.66 4.66

9.09 2.83 2.83

1932 1932 1932



K1 1

= k*L / r< = 200

r=L/K( cm )

E2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06

= k*L / r97.5 97.5 31.6 116.4 #DIV/0!

2E/fy1.287E+04 1.287E+04 1.287E+04 1.287E+04 #DIV/0!

C.c. 2E/fy113.5 113.5 113.5 113.5 #DIV/0!

200 200 200 200 200

0.78 0.78 0.64 0.64 -

Euler Tipo 2

1 1 1



K0.7 0 0

= k*L / r< = 200

r=L/K( cm )

E2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06

= k*L / r13.34 #DIV/0! #DIV/0! 13.34 116.36 31.59

2E/fy1.287E+04 #DIV/0! #DIV/0! 1.287E+04 1.287E+04 1.287E+04

C.c. 2E/fy113.5 #DIV/0! #DIV/0! 113.5 113.5 113.5

Euler Tipo 3

200 200 200 200 200 200

0.82 0.82 0.64 0.64

Euler Tipo 3 Euler Tipo 2

0.7 1 1

COMPRESIONFa = 12*E /23() Kg/cm2 1138 1138 10837 799 #DIV/0!

Carga/area

fa =56 570

fa - Fa < =0(1,081.04) (567.33) (9,347.44) 464.38 #VALUE!

1,490 1,263 (#DIV/0! )

COMPRESIONFa = 12*E /23() Kg/cm2 60735 #DIV/0! #DIV/0! 60735 799 10837= Carga/area

fa

fa - Fa < =0###

1,089

(#DIV/0! ) (#DIV/0! ) (#DIV/0! ) (#DIV/0! ) 1,775 1,393 1,490 ### 594.85 (9,347.44)

Longitud

CARGA


NUDO

BARRA

De Nudo

A

Nudo

M

Kg

(i3 ) (i4 ) (N7 ) (D6 ) (D5 ) -

7 7 7 7 -

5 9 8 6 -

1.56 1.56 1.28 1.28

241 3,542 2,843 2,450 3,542 2,843

Longitud

CARGA


NUDO

BARRA

De Nudo

A

Nudo

M

Kg


8 8 8 8 8 8

6 8 8 10 9 7

1.63 1.63 1.28 1.28

7,577 208 134 11,462 3,375 2,843 11,462 3,375

(N8 )

(S4 ) (D7 ) (D6 )

ANGULO


CAR

REF

GRADOS

SEN

COS

ESFUERZO

F y = 0

F x = 0

( ) ( ) ( ) ( ) -

16 12 52 37

0.2710 0.2044 0.7924 0.5974 -

0.9626 (Compresin ) 0.9789 (Traccin ) 0.6100 (Compresin ) 0.8019 1.0000 1.0000 (Traccin ) -

-

-

-

-

ANGULO


CAR

REF

GRADOS

SEN

COS

ESFUERZO

F y = 0

F x = 0

14 90 10 41 64

0.2379 1.0000 0.1707 0.6510 0.9004

0.9713 (Compresin ) 0.0000 1.0000 0.9853 (Compresin ) 0.7591 (Traccin ) 0.4351 (Compresin ) -



(C )

3220 3220 3220 3220

1 1/2 1 1/2 1 1

4.83 4.83 3.29 3.29

4.23 4.23 2.89 2.89

3 3 2 2

4.27 4.27 1.94 1.94 2 2 3.88 3.88



(C )

3220

1 1/2

4.83

4.23

3

4.27

2

8.54

3220 3220 3220

1 1/2 1 1

4.83 3.29 3.29

4.23 2.89 2.89

3 2 2

4.27 1.94 1.94

2 2 2

8.54 3.88 3.88



r

cm

Distancia Distancia exterior Radio de exterior a menos radio Giro r 2 cm eje d (cm) de giro a eje d1 (cm)

d1 2

(

r 2 )+( d12)

Radio de Giro

r y cm

10.97 10.97 2.33 2.33

4.55 4.55 1.42 1.42

1.6 1.6 1.1 1.1 5 5 3.9 3.9 1.21 1.21 15.21 15.21 16.42 16.42 4 4.1


FLEXION PARA DOS ELEMENTOSDistancia Distancia exterior Radio de exterior a menos radio de giro a eje Giro r 2 cm eje d (cm) d1 (cm)

d1 2

(

r 2 )+( d12)

Radio de Giro

r y cm9

10.97

4.55

1.6

10

8.4

2.56

70.56

73.12

10.97 2.33 2.33

4.55 1.42 1.42

1.6 1.1 1.1

10 5 5

8.4 3.9 3.9

2.56 1.21 1.21

70.56 15.21 15.21

73.12 16.42 16.42

9 4.1 4


DIMENSIONAMIENTO A TRACCIONArea requerida Comprobar Ft = 60% fy = T / Ft A - > = 0 (kg / cm2)

(cm2)1932 1932 1932 1932 0 0.12 1.83 1.47 1.27 #DIV/0! 4.15 2.44 0.47 2.61 #DIV/0!

6.15 6.15 1.91 1.91

21.94 21.94 4.66 4.66

9.09 9.09 2.83 2.83



Comprobar = T / Ft A - > = 0 (cm2)3.92 0.35 #VALUE! #VALUE! (1.66) 2.13 0.47

6.15

21.94

9.09

1932 0 0

(#DIV/0! ) (#DIV/0! ) 5.93 1.75 1.47

6.15 1.91 1.91

21.94 4.66 4.66

9.09 2.83 2.83

1932 1932 1932



K1 1

= k*L / r< = 200

r=L/K( cm )

E2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06

= k*L / r97.5 97.5 31.6 116.4 #DIV/0!

2E/fy1.287E+04 1.287E+04 1.287E+04 1.287E+04 #DIV/0!

C.c. 2E/fy113.5 113.5 113.5 113.5 #DIV/0!

200 200 200 200 200

0.78 0.78 0.64 0.64 -

Euler Tipo 2

1 1 1



K0.7 0 0

= k*L / r< = 200

r=L/K( cm )

E2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06

= k*L / r13.34 #DIV/0! #DIV/0! 13.34 116.36 31.59

2E/fy1.287E+04 #DIV/0! #DIV/0! 1.287E+04 1.287E+04 1.287E+04

C.c. 2E/fy113.5 #DIV/0! #DIV/0! 113.5 113.5 113.5

Euler Tipo 3

200 200 200 200 200 200

0.82 0.82 0.64 0.64


0.7 1 1


Carga/area

fa =56 829

fa - Fa < =0(1,081.04) (308.07) (9,371.74) 464.38 #VALUE!

1,466 1,263 (#DIV/0! )


fa

fa - Fa < =0###

1,775

(#DIV/0! ) (#DIV/0! ) (#DIV/0! ) (#DIV/0! ) 2,684 1,740 1,466 ### 941.33 (9,371.74)

Longitud

CARGA


NUDO

BARRA

De Nudo

A

Nudo

M

Kg

(i4 ) (i5 ) (N9 ) (D8 ) (D7 ) -

9 9 9 9 -

7 11 10 8 -

1.56 1.56 1.28 1.28

3,542 1,518 3,949 3,375 1,518 3,949

Longitud

CARGA


NUDO

BARRA

De Nudo

A

Nudo

M

Kg


10 10 10 10 10 10

6 6 6 10 9 7

1.63 1.63 1.28 1.28

7,577 208 134 12,869 4,550 3,949 12,869 4,550

(N10 )

(S5 ) (D9 ) (D8 )

ANGULO


CAR

REF

GRADOS

SEN

COS

ESFUERZO

F y = 0

F x = 0

( ) ( ) ( ) ( ) -

12 8 52 41

0.2044 0.1368 0.7924 0.6510 -

0.9789 0.9906

(Traccin ) (Traccin )

0.6100 (Compresin ) 0.7591 1.0000 1.0000 (Traccin ) -

-

-

-

-

ANGULO


CAR

REF

GRADOS

SEN

COS

ESFUERZO

F y = 0

F x = 0

10 90 6 45 60

0.1707 1.0000 0.1027 0.7015 0.8684




(C )

3220 3220 3220 3220

1 1/2 1 1/2 1 1

4.83 4.83 3.29 3.29

4.23 4.23 2.89 2.89

3 3 2 2

4.27 4.27 1.94 1.94 2 2 3.88 3.88



(C )

3220

1 1/2

4.83

4.23

3

4.27

2

8.54

3220 3220 3220

1 1/2 1 1

4.83 3.29 3.29

4.23 2.89 2.89

3 2 2

4.27 1.94 1.94

2 2 2

8.54 3.88 3.88



r

cm


d1 2

(

r 2 )+( d12)

Radio de Giro

r y cm

10.97 10.97 2.33 2.33

4.55 4.55 1.42 1.42

1.6 1.6 1.1 1.1 5 5 3.9 3.9 1.21 1.21 15.21 15.21 16.42 16.42 4 4.1



d1 2

(

r 2 )+( d12)

Radio de Giro

r y cm9

10.97

4.55

1.6

10

8.4

2.56

70.56

73.12

10.97 2.33 2.33

4.55 1.42 1.42

1.6 1.1 1.1

10 5 5

8.4 3.9 3.9

2.56 1.21 1.21

70.56 15.21 15.21

73.12 16.42 16.42

9 4.1 4



(cm2)1932 1932 1932 1932 0 1.83 0.79 2.04 1.75 #DIV/0! 2.44 3.48 (0.10) 2.13 #DIV/0!

6.15 6.15 1.91 1.91

21.94 21.94 4.66 4.66

9.09 9.09 2.83 2.83



Comprobar = T / Ft A - > = 0 (cm2)3.92 0.35 #VALUE! #VALUE! (2.39) 1.52 -0.10

6.15

21.94

9.09

1932 0 0

(#DIV/0! ) (#DIV/0! ) 6.66 2.36 2.04

6.15 1.91 1.91

21.94 4.66 4.66

9.09 2.83 2.83

1932 1932 1932



K1 1

= k*L / r< = 200

r=L/K( cm )

E2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06

= k*L / r97.5 97.5 31.6 116.4 #DIV/0!

2E/fy1.287E+04 1.287E+04 1.287E+04 1.287E+04 #DIV/0!

C.c. 2E/fy113.5 113.5 113.5 113.5 #DIV/0!

200 200 200 200 200

0.78 0.78 0.64 0.64 -

Euler Tipo 2

1 1 1



K0.7 0 0

= k*L / r< = 200

r=L/K( cm )

E2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06

= k*L / r13.34 #DIV/0! #DIV/0! 13.34 116.36 31.59

2E/fy1.287E+04 #DIV/0! #DIV/0! 1.287E+04 1.287E+04 1.287E+04

C.c. 2E/fy113.5 #DIV/0! #DIV/0! 113.5 113.5 113.5

Euler Tipo 3

200 200 200 200 200 200

0.82 0.82 0.64 0.64


0.7 1 1


Carga/area

fa =829 356

fa - Fa < =0(308.07) (782.01) (8,801.94) 941.33 #VALUE!

2,035 1,740 (#DIV/0! )


fa

fa - Fa < =0###

1,775

(#DIV/0! ) (#DIV/0! ) (#DIV/0! ) (#DIV/0! ) 3,014 2,345 2,035 ### 1,546.83 (8,801.94)

Longitud

CARACTERISTESFUERZO Perfil Estructural Circular ASTM - A 500 (Grado )

NUDO

BARRA

De Nudo

A

Nudo

M

(i5 ) (i6 ) (N11 ) (D10 ) (D9 ) -

11 11 11 11 -

9 13 12 10 -

1.56 1.56


(C )

1.28 (Compresin ) 1.28 (Traccin ) -

Longitud

CARACTERISTESFUERZO Perfil Estructural Circular ASTM - A 500 (Grado )

NUDO

BARRA

De Nudo

A

Nudo

M


12 12 12 12 12 12

10 12 12 14 13 11

1.63 (Compresin ) 1.63 (Compresin ) 1.28 (Traccin ) 1.28 (Compresin )

(C )

(N12 )

(S6 ) (D11 ) (D10 )

CARACTERISTICAS GEOMETRICASfy (kg /cm2) DIAMETRO Exterior Pulg ( Cm. ) Interior ( Cm. ) Espesor de Pared ( mm) Area A (cm2)

ELEMENTOS DOBLESCANT AREA A (cm2) Momento Inercia I cm4

FLEXION

3220 3220 3220 3220

1 1/2 1 1/2 1 1

4.83 4.83 3.29 3.29

4.23 4.23 2.89 2.89

3 3 2 2

4.27 4.27 1.94 1.94 2 2 3.88 3.88

10.97 10.97 2.33 2.33

CARACTERISTICAS GEOMETRICASfy (kg /cm2) DIAMETRO Exterior Pulg ( Cm. ) Interior ( Cm. ) Espesor de Pared ( mm) Area A (cm2)


FLEXION

3220

1 1/2

4.83

4.23

3

4.27

2

8.54

10.97

3220 3220 3220

1 1/2 1 1

4.83 3.29 3.29

4.23 2.89 2.89

3 2 2

4.27 1.94 1.94

2 2 2

8.54 3.88 3.88

10.97 2.33 2.33

FLEXIONModulo Seccion S cm3 Radio de Giro


r

cm


d1 2

(

r 2 )+( d12)

Radio de Giro

r y cm

Modulo Plastico Z cm3

4.55 4.55 1.42 1.42

1.6 1.6 1.1 1.1 5 5 3.9 3.9 1.21 1.21 15.21 15.21 16.42 16.42 4 4.1

6.15 6.15 1.91 1.91

FLEXIONModulo Seccion S cm3 Radio de Giro r cm


d1 2

(

r 2 )+( d12)

Radio de Giro

r y cm9


4.55

1.6

10

8.4

2.56

70.56

73.12

6.15

4.55 1.42 1.42

1.6 1.1 1.1

10 5 5

8.4 3.9 3.9

2.56 1.21 1.21

70.56 15.21 15.21

73.12 16.42 16.42

9 4.1 4

6.15 1.91 1.91

TORSIONMomento Inercia J cm4 Modulo Elastico B cm3



(cm2)1932 1932 1932 1932 0 0.79 2.18 2.29 2.36 #DIV/0! 3.48 2.09 (0.35) 1.52 #DIV/0!

21.94 21.94 4.66 4.66

9.09 9.09 2.83 2.83

Euler Tipo 2




Comprobar = T / Ft A - > = 0 (cm2)6.66 (2.39) #VALUE! #VALUE! (5.60) 1.01 -0.35

21.94

9.09

1932 0 0

Euler Tipo 3

(#DIV/0! ) (#DIV/0! ) 9.87 2.87 2.29

21.94 4.66 4.66

9.09 2.83 2.83

1932 1932 1932



K1 1 1 1 1

= k*L / r< = 200

r=L/K( cm )

E2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06

= k*L / r97.5 97.5 31.6 116.4 #DIV/0!

2E/fy1.287E+04 1.287E+04 1.287E+04 1.287E+04 #DIV/0!

C.c. 2E/fy113.5 113.5 113.5 113.5 #DIV/0!

Fa = 12*E /23() Kg/cm2 1138 1138 10837 799 #DIV/0!

200 200 200 200 200

0.78 0.78 0.64 0.64 -


K0.7 0 0 0.7 1 1

= k*L / r< = 200

r=L/K( cm )

E2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06

= k*L / r13.34 #DIV/0! #DIV/0! 13.34 116.36 31.59

2E/fy1.287E+04 #DIV/0! #DIV/0! 1.287E+04 1.287E+04 1.287E+04

C.c. 2E/fy113.5 #DIV/0! #DIV/0! 113.5 113.5 113.5

Fa = 12*E /23() Kg/cm2 60735 #DIV/0! #DIV/0! 60735 799 10837

200 200 200 200 200 200

0.82 0.82 0.64 0.64

Carga/area

fa =356 985

fa - Fa < =0(782.01) (152.96) (8,553.57) 1,546.83 #VALUE!

2,284 2,345 (#DIV/0! )

= Carga/area

fa

fa - Fa < =0###

3,014

(#DIV/0! ) (#DIV/0! ) (#DIV/0! ) (#DIV/0! ) 4,467 2,855 2,284 ### 2,056.72 (8,553.57)

Longitud

CARGA T

COMPROBACION

NUDO

BARRA

De Nudo

A

Nudo

M

Kg

ESFUERZO

F y = 0

F x = 0

(i6 ) (i7 ) (N13 ) (D12 ) (D11 ) -

13 13 13 13 -

11 15 14 12 -

1.56 1.56 1.28 1.28

4,204 2,892


5,598 (Compresin ) 5,539 (Traccin ) -

-

-

Longitud

CARGA

COMPROBACION

NUDO

BARRA

De Nudo

A

Nudo

M

Kg

ESFUERZO

F y = 0

F x = 0


14 14 14 14 14 14

12 14 14 16 15 13

1.63 1.63 1.28 1.28

19,073 (Compresin ) 208 134 25,704 (Compresin ) 5,048 (Traccin ) 5,598 (Compresin ) -

(N14 )

(S7 ) (D13 ) (D12 )

CARACTERISTICAS GEOMETRICASPerfil Estructural Circular ASTM - A 500 (Grado ) fy (kg /cm2) DIAMETRO Exterior Pulg ( Cm. ) Interior ( Cm. ) Espesor de Pared ( mm) Area A (cm2)

(C )

3220 3220 3220 3220

1 1/2 1 1/2 1 1

4.83 4.83 3.29 3.29

4.23 4.23 2.89 2.89

3 3 2 2

4.27 4.27 1.94 1.94


(C )

3220

1 1/2

4.83

4.23

3

4.27

3220 3220 3220

1 1/2 1 1

4.83 3.29 3.29

4.23 2.89 2.89

3 2 2

4.27 1.94 1.94




r

cm

Distancia exterior a eje d (cm)

Distancia exterior Radio de menos radio Giro r 2 cm de giro a eje d1 (cm)

d1 2

10.97 10.97 2 2 3.88 3.88 2.33 2.33

4.55 4.55 1.42 1.42

1.6 1.6 1.1 1.1 5 5 3.9 3.9 1.21 1.21 15.21 15.21


FLEXIONModulo Seccion S cm3 Radio de Giro r cm Distancia exterior a eje d (cm)

FLEXION PARA DOS ELEMENTOSDistancia exterior Radio de menos radio de giro a eje Giro r 2 cm d1 (cm)

d1 2

2

8.54

10.97

4.55

1.6

10

8.4

2.56

70.56

2 2 2

8.54 3.88 3.88

10.97 2.33 2.33

4.55 1.42 1.42

1.6 1.1 1.1

10 5 5

8.4 3.9 3.9

2.56 1.21 1.21

70.56 15.21 15.21

DOS ELEMENTOS(

TORSIONRadio de Giro


r 2 )+( d12)

r y cm


Momento Inercia J cm4

Modulo Elastico B cm3

(cm2)1932 1932 1932 1932 0 2.18 1.50 2.90 2.87 #DIV/0! 2.09 2.77 (0.96) 1.01 #DIV/0!

6.15 6.15 16.42 16.42 4 4.1 1.91 1.91

21.94 21.94 4.66 4.66

9.09 9.09 2.83 2.83

DOS ELEMENTOS(



r 2 )+( d12)

r y cm9





73.12

6.15

21.94

9.09

1932 0 0

(#DIV/0! ) (#DIV/0! ) 13.30 2.61 2.90

73.12 16.42 16.42

9 4.1 4

6.15 1.91 1.91

21.94 4.66 4.66

9.09 2.83 2.83

1932 1932 1932



K1 1

= k*L / r< = 200

r=L/K( cm )

E2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06

= k*L / r97.5 97.5 31.6 116.4 #DIV/0!

2E/fy1.287E+04 1.287E+04 1.287E+04 1.287E+04 #DIV/0!

200 200 200 200 200

0.78 0.78 0.64 0.64 -

Euler Tipo 2

1 1 1



K0.7 0 0

= k*L / r< = 200

r=L/K( cm )

E2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06

= k*L / r13.34 #DIV/0! #DIV/0! 13.34 116.36 31.59

2E/fy1.287E+04 #DIV/0! #DIV/0! 1.287E+04 1.287E+04 1.287E+04

Euler Tipo 3

200 200 200 200 200 200

0.82 0.82 0.64 0.64


0.7 1 1

ENTO A COMPRESION

C.c. 2E/fy113.5 113.5 113.5 113.5 #DIV/0!

Fa = 12*E /23() Kg/cm2 1138 1138 10837 799 #DIV/0!

Carga/area

fa =985 677

fa - Fa < =0(152.96) (460.27) (7,951.99) 2,056.72 #VALUE!

2,885 2,855 (#DIV/0! )

ENTO A COMPRESION

C.c. 2E/fy113.5 0.0 #DIV/0! 113.5 113.5 113.5

Fa = 12*E /23() Kg/cm2 60735 #DIV/0! #DIV/0! 60735 799 10837

= Carga/area

fa

fa - Fa < =0### #DIV/0!

4,467 #DIV/0!

(#DIV/0! ) (#DIV/0! ) 6,020 2,602 2,885 ### 1,803.25 (7,951.99)

Longitud

CARGA T

COMPROBACION

NUDO

BARRA

De Nudo

A

Nudo

M

Kg

ESFUERZO

F y = 0

F x = 0

(i7 ) (i8 ) (N15 ) (D14 ) (D13 ) -

15 15 15 15 -

13 17 16 14 -

1.56 1.56 1.28 1.28

2,892 3,979


5,706 (Compresin ) 5,048 (Traccin ) -

-

-

Longitud

CARGA T

COMPROBACION

NUDO

BARRA

De Nudo

A

Nudo

M

Kg

ESFUERZO

F y = 0

F x = 0


16 16 16 16 16 16

14 16 16 18 17 15

1.63 1.63 1.28 1.28

25,704 (Compresin ) 208 134 30,946 (Compresin ) 2,122 (Traccin ) 5,706 (Compresin ) -

(N16 )

(S8 ) (D15 ) (D14 )


(C )

3220 3220 3220 3220

1 1/2 1 1/2 1 1

4.83 4.83 3.29 3.29

4.23 4.23 2.89 2.89

3 3 2 2

4.27 4.27 1.94 1.94


(C )

3220

1 1/2

4.83

4.23

3

4.27

3220 3220 3220

1 1/2 1 1

4.83 3.29 3.29

4.23 2.89 2.89

3 2 2

4.27 1.94 1.94




r

cm

Distancia exterior a eje d (cm)

Distancia exterior Radio de menos radio Giro r 2 cm de giro a eje d1 (cm)

d1 2

10.97 10.97 2 2 3.88 3.88 2.33 2.33

4.55 4.55 1.42 1.42

1.6 1.6 1.1 1.1 5 5 3.9 3.9 1.21 1.21 15.21 15.21


FLEXIONModulo Seccion S cm3 Radio de Giro r cm Distancia exterior a eje d (cm)

FLEXION PARA DOS ELEMENTOSDistancia exterior Radio de menos radio de giro a eje Giro r 2 cm d1 (cm)

d1 2

2

8.54

10.97

4.55

1.6

10

8.4

2.56

70.56

2 2 2

8.54 3.88 3.88

10.97 2.33 2.33

4.55 1.42 1.42

1.6 1.1 1.1

10 5 5

8.4 3.9 3.9

2.56 1.21 1.21

70.56 15.21 15.21

DOS ELEMENTOS(



r 2 )+( d12)

r y cm




(cm2)1932 1932 1932 1932 0 1.50 2.06 2.95 2.61 #DIV/0! 2.77 2.21 (1.01) 1.27 #DIV/0!

6.15 6.15 16.42 16.42 4 4.1 1.91 1.91

21.94 21.94 4.66 4.66

9.09 9.09 2.83 2.83

DOS ELEMENTOS(



r 2 )+( d12)

r y cm9





73.12

6.15

21.94

9.09

1932 0 0

(#DIV/0! ) (#DIV/0! ) 16.02 1.10 2.95

73.12 16.42 16.42

9 4.1 4

6.15 1.91 1.91

21.94 4.66 4.66

9.09 2.83 2.83

1932 1932 1932



K1 1

= k*L / r< = 200

r=L/K( cm )

E2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06

= k*L / r97.5 97.5 31.6 116.4 #DIV/0!

2E/fy1.287E+04 1.287E+04 1.287E+04 1.287E+04 #DIV/0!

200 200 200 200 200

0.78 0.78 0.64 0.64 -

Euler Tipo 2

1 1 1



K0.7 0 0

= k*L / r< = 200

r=L/K( cm )

E2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06 2.100E+06

= k*L / r13.34 #DIV/0! #DIV/0! 13.34 116.36 31.59

2E/fy1.287E+04 #DIV/0! #DIV/0! 1.287E+04 1.287E+04 1.287E+04

Euler Tipo 3

200 200 200 200 200 200

0.82 0.82 0.64 0.64


0.7 1 1

ENTO A COMPRESION

C.c. 2E/fy113.5 113.5 113.5 113.5 #DIV/0!

Fa = 12*E /23() Kg/cm2 1138 1138 10837 799 #DIV/0!

Carga/area

fa =677 932

fa - Fa < =0(460.27) (205.72) (7,895.93) 1,803.25 #VALUE!

2,941 2,602 (#DIV/0! )

ENTO A COMPRESION

C.c. 2E/fy113.5 #DIV/0! #DIV/0! 113.5 113.5 113.5

Fa = 12*E /23() Kg/cm2 60735 #DIV/0! #DIV/0! 60735 799 10837

= Carga/area

fa

fa - Fa < =0###

6,020

(#DIV/0! ) (#DIV/0! ) (#DIV/0! ) (#DIV/0! ) 7,247 1,094 2,941 ### 295.23 (7,895.93)

Longitud

CARGA Kg


NUDO

BARRA

De Nudo 17 17 17 17

A

Nudo

M 1.56 1.56 1.28 1.28

(i8 ) (i9 ) (N17 ) (D16 ) (D15 ) -

13 17 16 14 -

3,979 (848) 2,741 2,122 (848) 2,741

-

Longitud

CARGA Kg


NUDO

BARRA

De Nudo 18 18 18 18 18 18

A

Nudo

M 1.63 1.63 1.28 1.28


14 16 16 18 17 15

30,946 208 134 32,937 (839) 2,741 32,937 (839)

(N18 )

(S9 ) (D17 ) (D16 )

ANGULO REF GRADOS 4 8 45 56 SEN 0.0686 0.1368 0.7015 0.8324 COS 0.9976 0.9906 ESFUERZO

COMPROBACION F y = 0 F x = 0 Perfil Estructural Circular ASTM - A 500

CAR

( ) ( ) ( ) ( ) -


0.7126 (Compresin ) 0.5542 1.0000 1.0000 (Traccin ) -

-

-

ANGULO REF GRADOS 6 90 10 60 45 SEN 0.1027 1.0000 0.1707 0.8684 0.7015 COS ESFUERZO

COMPROBACION F y = 0 F x = 0 Perfil Estructural Circular ASTM - A 500

CAR


CARACTERISTICAS GEOMETRICAS(Grado ) fy (kg /cm2) DIAMETRO Exterior Pulg ( Cm. ) Interior ( Cm. ) Espesor de Pared ( mm) Area A (cm2) Momento Inercia I cm4

FLEXIONModulo Seccion S cm3

(C )

3220 3220 3220 3220

1 1/2 1 1/2 1 1/2 1 1/2

4.83 4.83 4.83 4.83

4.23 4.23 4.23 4.23

3 3 3 3

4.27 4.27 4.27 4.27

10.97 10.97 10.97 10.97

4.55 4.55 4.55 4.55

CARACTERISTICAS GEOMETRICAS(Grado ) fy (kg /cm2) DIAMETRO Exterior Pulg ( Cm. ) Interior ( Cm. ) Espesor de Pared ( mm) Area A (cm2) Momento Inercia I cm4

FLEXIONModulo Seccion S cm3

(C )

3220

2

6.03

5.43

4

7.08

28.22

9.35

3220 3220 3220

2 1 1/2 1 1/2

6.03 4.83 4.83

5.43 4.23 4.23

4 3 3

7.08 4.27 4.27

28.22 10.97 10.97

9.35 4.55 4.55

FLEXIONRadio de Giro

TORSION


r

cm




Comprobar = T / Ft A - > = 0 (cm2)2.06 (0.44) 1.42 1.10 2.21 4.71 2.85 3.17 (#DIV/0! )

1.6 1.6 1.6 1.6

6.15 6.15 6.15 6.15

21.94 21.94 21.94 21.94

9.09 9.09 9.09 9.09

1932 1932 1932 1932 0

(#DIV/0! )

FLEXIONRadio de Giro r cm Modulo Plastico Z cm3



Comprobar = T / Ft A - > = 0 (cm2)16.02 #DIV/0! (8.94) #DIV/0! (#DIV/0! ) (9.97) 4.70

2

12.71

56.44

18.71

1932 0 0

(#DIV/0! ) 17.05 (0.43)

2 1.6 1.6

12.71 6.15 6.15

56.44 21.94 21.94

18.71 9.09 9.09

1932 1932


K1 1 1 1 1

= k*L / r

CUBIERTA POLIUNE

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