Proyecto Metalicas f

UNIVERSIDAD MAYOR DE SAN ANDRESFACULTAD DE INGENIERIAINGENIERIA CIVIL

ESTRUCTURAS METALICAS CIV- 245Univ. Huanca Quispe Porfirio

Univ. Diaz Osco Ronald Antonio

DOCENTE:Ing. Gonzalo Arteaga Trillo

Página 1SEMESTRE II/2012

PROYECTO DE CURSO CERCHA TIPO FINK CONTRAFLECHADA

DATOS:TIPO: FINK CONTRAFLECHADA

LONGITUD: L = 35 [m]NORMA: AISCACERO: A36

Fy = 36 [ksi]SOBRECARGA NIEVE: SC = 50 [kg/m2]

CUBIERTA: Cubierta = 20 [kg/m2]VIENTO: v = 120 [km/h]SUELO: 2 [kg/cm2]

PUENTE GRUA: P = 4 [ton]SOLAPE: Horizontal = 10 [cm]

Vertical = 25 [cm]

DETERMINACION DEL ANGULO ''α''

Rango: 5 ≤ α ≤ 26.25 (para evitar el efecto del viento)

p/ α = 5⁰ Li = 17.57 [m]p/ α =26.25⁰ Li = 19.51 [m]

σ adm =

𝐿𝑖=𝐿/2𝑐𝑜𝑠𝛼






Analisis de cubierta:1) c / 1.85 [m] 2) c / 2.1 [m]

N ⁰ piezas = 11 N ⁰ piezas = 10Long. / pza = 1.85 [m / pza] Long. / pza = 2.1 [m / pza]

Long. = 20.35 [m] Long. = 21 [m]Sopales = 2 [m] Sopales = 1.8 [m]

Alero = 0.5 [m] Alero = 0.5 [m]Li = 17.85 [m] Li = 18.70 [m]

α = 11.36 [⁰] α = 20.64 [⁰]

3) c / 2.45 [m] 4) c / 3 [m]N ⁰ piezas = 8 N ⁰ piezas = 7Long. / pza = 2.45 [m / pza] Long. / pza = 3 [m / pza]

Long. = 19.6 [m] Long. = 21 [m]Sopales = 1.4 [m] Sopales = 1.2 [m]

Alero = 0.5 [m] Alero = 0.5 [m]Li = 17.70 [m] Li = 19.30 [m]

α = 8.62 [⁰] α = 24.94 [⁰]

CERCHA FINK CONTRAFLECHADA

Adoptado:α = 20.64 [⁰]Li = 18.70 [m]H = 6.59 [m] 1.6477257

LARGUEROS:Separacion:

𝛼=arccos(𝐿/2𝐿𝑖) 𝛼=arccos(𝐿/2𝐿𝑖)

𝛼=arccos(𝐿/2𝐿𝑖) 𝛼=arccos(𝐿/2𝐿𝑖)

11.36

17.87 m

35 m

3.52 m






1.65 [m]e =






𝛼=arccos(𝐿/2𝐿𝑖)





Página 5+2SEMESTRE II/2012

DISEÑO DE LARGUEROS:α = 20.64 [⁰]

Separacion:1.65 [m]

CARGAS:CM: Pp cubierta = 20 [kg/m2]

CV: SC nieve = 50 [kg/m2]SC viento = -

Ct = 70 [kg/m2]

q = 115.5 [kg/m]

Pp larguero = 13.4 [kg/m]

qc = 128.90 [kg/m]

CARGAS SOBRE EL PERFIL:

qx = 120.63 [kg/m]qy = 45.43 [kg/m]

EJE ''X'': (Distancia entre cerchas)

4.00 [m]

Momento:maxM x= 241.26 [kg m]

EJE ''Y'': (Distancia entre tirantes)

4.00 [m]

Momento:maxM y= 90.86 [kg m]

e =

.

qc

a

x

y

qX

qY

qc

qyqx

L/2

Lia






Diseño a Flexion Compuesta:

1er Tanteo:C 3 x 6

Sx = 1.38 [in] = 22.61 [cm3]Sy = 0.268 [in] = 4.39 [cm3]Fy = 36 [klb / in2] = 2531.09 [kg/cm2]

Emtonces:fbx = 1066.84 [kg/cm2]fby = 2068.95 [kg/cm2]

fbx / 0.66Fy = 0.64

fby / 0.75Fy = 1.24Σ 1.88 No cumple

2er Tanteo:MC 3 x 7.1



fbx / 0.66Fy = 0.48

fby / 0.75Fy = 0.59Σ 1.08 No cumple

3er Tanteo:MC 3 x 9



fbx / 0.66Fy = 0.42

fby / 0.75Fy = 0.50Σ 0.92 Cumple

Adoptado:MC 3 x 9

𝑓𝑏𝑥/0.66𝐹𝑦+𝑓𝑏𝑦/0.75𝐹𝑦≤1𝑓𝑏𝑥=𝑚𝑎𝑥𝑀𝑥/𝑆𝑥 𝑓𝑏𝑦=𝑚𝑎𝑥𝑀𝑦/𝑆𝑦






peso largero 13.4peso largero 8.121 [kg/m2]






DISEÑO DE TIRANTES:

α = 20.64 [⁰]Separacion:Largueros: 1.65 [m]Tirantes: 4.00 [m]CARGAS:

CM: Pp cubierta = 20 [kg/m2]Pp larguero = 6.06 [kg/m2]

CV: SC nieve = 50 [kg/m2]SC viento = -

Ct = 76.06 [kg/m2]

Horz = 26.81 [kg/m2]e cercha = 4.00 [m]

Li = 18.70 [m]

T = 2005.23 [kg]

DISEÑO A TRACCION:

Fy = 36 [klb / in2] = 2531.09 [kg/cm2]Fa=0.66Fy = 1518.66 [kg/cm2]

D = 1.30 [cm]D = 0.5 [in]

D = 1/2 [pulg]

e L =e =

𝐹𝑎=𝑇/𝐴𝑛

𝐷=√((4∗𝑇)/(𝜋∗𝐹𝑎))






CALCULO DE LAS TENSIONES UNITARIAS

Cargas en [Kg]0.5 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.5

CERCHA TIPO FINK CONTRAFLECHADA

DATOS:CARGA SOBRE LA CERCHA = 1.00 [Kg]LONGITUD DE LA CERCHA = 35.00 [m]ALTURA DE LA CERCHA = 6.59 [m]

20.64 [º]9.97 [º]

REACCIONES EN APOYOSRvA= 4.00 [Kg]RvO= 4.00 [Kg]

0.35245 0.17320.936 0.985

ANGULO "α"=ANGULO "θ"=

SENO α = SENO θ =

COSENO α = COSENO θ =

5.63

11.36

17.87 m

35 m

3.52 m






NUDO A

0.35 0.17 X FAB = 4.00

0.94 0.98 FAC 0.00

FAB =5.322

X 4.00 =FAC

REACCIONES EN LAS BARRAS (+) Compresion ; (-) Traccion

solicitaciones en [Kg] solicitaciones en [Kg]AB 18.63 MO 18.63AC -17.70 ON -17.70BC 0.94 MN 0.94BD 18.27 KM 18.27CE -15.17 LN -15.17DC -2.53 KN -2.53EL -7.08 LE -7.08EG -8.43 JL -8.43DE 1.87 KL 1.87DG -2.53 KJ -2.53DF 17.92 IK 17.92FG 0.94 IJ 0.94FH 17.57 IH 17.57GH -10.96 HJ -10.96

VERIFICACION P = 1.00

FAB

FAC

RA

A






3.07721

AB 18.63 4.46AC -17.70 4.48BC 0.94 0.45BD 18.27 4.47CE -15.17 4.48DC -2.53 4.49EL -7.08 17.15EG -8.43 4.49DE 1.87 0.9DG -2.53 4.48DF 17.92 4.46FG 0.94 0.45FH 17.57 4.46GH -10.96 4.49






MO 18.63 4.46ON -17.70 4.48MN 0.94 0.45KM 18.27 4.47LN -15.17 4.48KN -2.53 4.49LE -7.08 17.15JL -8.43 4.49KL 1.87 0.9KJ -2.53 4.48IK 17.92 4.46IJ 0.94 0.45IH 17.57 4.46HJ -10.96 4.49






DISEÑO DE ARMADURA

Nº de Nudos = 8 NudosLongitud Armadura = 35.00 [m]Disr. Entre Armaduras= 4.00 [m]

GEOMETRIA DE LA CERCHA TIPO FINK CONTRAFLECHADA

Barra Longitud Barra Longitud

[Kg] [m] [Kg] [m]

AB 18.63 4.67 MO 18.63 4.67AC -17.70 4.76 ON -17.70 4.76BC 0.94 0.88 MN 0.94 0.88BD 18.27 4.67 KM 18.27 4.67CE -15.17 4.76 LN -15.17 4.76DC -2.53 4.76 KN -2.53 4.76EL -7.08 16.26 LE -7.08 16.26EG -8.43 4.76 JL -8.43 4.76DE 1.87 1.76 KL 1.87 1.76DG -2.53 4.76 KJ -2.53 4.76DF 17.92 4.67 IK 17.92 4.67FG 0.94 0.88 IJ 0.94 0.88FH 17.57 4.67 IH 17.57 4.67GH -10.96 4.76 HJ -10.96 4.76

Tension Unitaria

Tension Unitaria

4.67

4.67

4.76

4.76

8.13

4.76

4.76

4.76

4.76

0.884.67

4.67

0.88






CALCULO DE SOLICITACIONES EN LAS BARRAS

TABLA

BARRA

TENSION CARGA MUERTA CARGA VIVA TENSIONES

UNITARIA Cubierta Largero Armadura total SC. Nieve total DE

C (+) T (-)20 8.12 27 55.12 50 50 DISEÑO

350.00 142.12 472.50 964.62 875 875 C (+) T (+)

AB 18.62712 0 6519.5 2647.3 8801.3 17968.1 16298.7 16298.7 34266.8 -

AC 0 -17.69924 -6194.7 -2515.4 -8362.9 -17073.1 -15486.8 -15486.8 - -32559.9

BC 0.935829 0 327.5 133.0 442.2 902.7 818.9 818.9 1721.6 -

BD 18.27466 0 6396.1 2597.2 8634.8 17628.1 15990.3 15990.3 33618.5 -

CE 0 -15.17077 -5309.8 -2156.1 -7168.2 -14634.1 -13274.4 -13274.4 - -27908.5

DC 0 -2.528462 -885.0 -359.3 -1194.7 -2439.0 -2212.4 -2212.4 - -4651.4

EL 0 -7.080467 -2478.2 -1006.3 -3345.5 -6830.0 -6195.4 -6195.4 - -13025.4

EG 0 -8.428208 -2949.9 -1197.8 -3982.3 -8130.0 -7374.7 -7374.7 - -15504.7

DE 1.871658 0 655.1 266.0 884.4 1805.4 1637.7 1637.7 3443.1 -

DG 0 -2.528462 -885.0 -359.3 -1194.7 -2439.0 -2212.4 -2212.4 - -4651.4

DF 17.92221 0 6272.8 2547.1 8468.2 17288.1 15681.9 15681.9 32970.1 -

FG 0.935829 0 327.5 133.0 442.2 902.7 818.9 818.9 1721.6 -

FH 17.56975 0 6149.4 2497.0 8301.7 16948.2 15373.5 15373.5 32321.7 -

GH 0 -10.95667 -3834.8 -1557.2 -5177.0 -10569.0 -9587.1 -9587.1 - -20156.1

MO 18.62712 0 6519.5 2647.3 8801.3 17968.1 16298.7 16298.7 34266.8 -

ON 0 -17.69924 -6194.7 -2515.4 -8362.9 -17073.1 -15486.8 -15486.8 - -32559.9

MN 0.935829 0 327.5 133.0 442.2 902.7 818.9 818.9 1721.6 -

KM 18.27466 0 6396.1 2597.2 8634.8 17628.1 15990.3 15990.3 33618.5 -

LN 0 -15.17077 -5309.8 -2156.1 -7168.2 -14634.1 -13274.4 -13274.4 - -27908.5

KN 0 -2.528462 -885.0 -359.3 -1194.7 -2439.0 -2212.4 -2212.4 - -4651.4

LE 0 -7.080467 -2478.2 -1006.3 -3345.5 -6830.0 -6195.4 -6195.4 - -13025.4

JL 0 -8.428208 -2949.9 -1197.8 -3982.3 -8130.0 -7374.7 -7374.7 - -15504.7

KL 1.871658 0 655.1 266.0 884.4 1805.4 1637.7 1637.7 3443.1 -

KJ 0 -2.528462 -885.0 -359.3 -1194.7 -2439.0 -2212.4 -2212.4 - -4651.4

IK 17.92221 0 6272.8 2547.1 8468.2 17288.1 15681.9 15681.9 32970.1 -

IJ 0.935829 0 327.5 133.0 442.2 902.7 818.9 818.9 1721.6 -

IH 17.56975 0 6149.4 2497.0 8301.7 16948.2 15373.5 15373.5 32321.7 -

HJ 0 -10.95667 -3834.8 -1557.2 -5177.0 -10569.0 -9587.1 -9587.1 - -20156.1






6.1.1 Cuadro de diseño de elementos COMPRIMIDOS

PERFIL A PROBAR Esbeltezfa

T,critica Treal<Tcritica

Barra TIPOA rmin

λANxfa

Si No[Kg] [K] [in2] [in] [ksi] [k]

AB 4.67 34266.84 75.54 W8X28 8.2 1.62 113.49 11.20 92.15 OK .

W8X2875.54 L8X8x11/8 16.7 1.56 117.86 10.59 176.81 OK .75.54 W 8x35 10.3 2.03 90.57 14.14 145.61 OK .75.54 W 6x25 7.4 1.53 120.17 10.26 75.40 . No

BC 0.88 1721.57 3.80 C 3X4.1 1.2 1.17 29.61 19.97 24.16 OK .

L2X2x1/83.80 L2X2x1/8 0.5 0.40 87.05 14.55 7.04 OK .3.80 L1x1x1/8 0.2 0.30 113.97 11.13 2.60 . No3.80 W4X13 3.8 0.99 34.96 19.58 74.79 OK .

BD 4.67 33618.46 74.11 W6X15.5 4.5 1.46 125.93 9.42 42.00 . No

W 6x2574.11 W 8x35 10.3 2.03 90.57 14.14 145.61 OK .74.11 W8X28 8.2 1.62 113.49 11.20 92.15 OK .74.11 W 6x25 7.4 1.53 120.17 10.26 75.40 OK .

DE 1.76 3443.14 7.59 W16X45 13.3 1.57 44.13 18.85 250.74 OK .L3x3x3/167.59 L1x1x1/8 0.2 0.30 227.93 2.87 0.67 . No

7.59 L3x3x3/16 1.1 0.60 116.26 10.81 11.79 OK .DF 4.67 32970.07 72.69 W6X15.5 4.5 1.46 125.93 9.42 42.00 . No

W 6x2572.69 W 8x35 10.3 2.03 90.57 14.14 145.61 OK .72.69 W 6x25 7.4 1.53 120.17 10.26 75.40 OK .

FG 0.88 1721.57 3.80 L2X2x1/8 0.5 0.40 87.05 14.55 7.04 OK . L2X2x1/83.80 L1x1x1/8 0.2 0.30 113.97 11.13 2.60 . No

3.80 W4X13 3.8 0.99 34.96 19.58 74.79 OK .FH 4.67 32321.69 71.26 W8X17 5.0 1.22 150.70 6.58 32.94 . No

W 6x2571.26 W 8x35 10.3 2.03 90.57 14.14 145.61 OK .71.26 2 L5X5x5/8 11.7 1.52 120.96 10.14 118.89 OK .71.26 W 6x25 7.4 1.53 120.17 10.26 75.40 OK .

6.1.1 Cuadro de diseño de elementos traccionadosPERFIL A PROBAR T,critica Treal<Tcritica Esbeltez

λ<500

Barra Longitud[m] TIPOAB AN rmin ANxFa

Si No λ[Kg] [K] [in2] [in2] [in] [k] Si No

AC 4.76 32559.89 71.78 W8X13 3.83 3.26 1.62 70.32 . 115.68 OKW 8x1571.78 W8x28 8.23 7.00 1.62 151.10 OK 115.68 OK

71.78 W 8x15 4.4 3.77 0.88 81.33 OK 213.93 OKCE 4.76 27908.48 61.53 W8X13 3.83 3.26 0.84 70.32 OK 222.57 OK

W8X1361.53 W6x25 7.35 6.25 1.53 134.95 OK 122.48 OK61.53 W8x15 4.43 3.77 0.88 81.33 OK 212.96 OK

DC 4.76 4651.41 10.25 L2x2x1/8 0.48 0.41 0.40 8.89 . 470.86 OKL2x2x3/16

10.25 L2x2x3/16 0.72 0.61 0.39 13.13 OK 475.64 OKEL 16.26 13025.38 28.72 W6X8.5 2.51 2.13 0.89 46.08 OK 719.28 .

W6X8.5

Tension de diseño

Tension de diseño

Perfil adoptado

Longitud[m]

Tension de diseño

Tension de diseño

Perfil adoptado






28.72 W6X12 3.54 3.01 0.92 64.99 OK 697.34 . W6X8.5

28.72 W8X10 2.96 2.52 0.84 54.35 OK 763.00 .EG 4.76 15504.71 34.18 W6X8.5 2.51 2.13 0.84 46.08 OK 222.57 OK

W6X8.534.18 W8X10 2.96 2.52 0.84 54.35 OK 223.36 OK34.18 W6X16 4.72 4.01 0.97 86.66 OK 193.80 OK

DG 4.76 4651.41 10.25 L2x2x1/8 0.48 0.41 0.78 8.89 . 240.88 OKL2x2x3/16

10.25 L2x2x3/16 0.72 0.61 0.77 13.13 OK 243.70 OKGH 4.76 20156.12 44.44 W6X8.5 2.51 2.13 0.84 46.08 OK 222.57 OK

W6X8.544.44 W8X10 5.01 4.26 1.22 91.98 OK 153.61 OK44.44 W6X16 4.72 4.01 0.97 86.66 OK 193.80 OK

Para realizar la construccion se debe escoger el perfil mas adecuado para todo el cordon superior e inferior. Considerando esto tenemos:

CORDON SUPERIOR

BARRA PERFILBarra Perfil

AB W8X28AB W8X28 BD W8X28

DF W8X28BC L2X2x1/8 FH W8X28

HI W8X28BD W 6x25 IK W8X28

KM W8X28DE L3x3x3/16 MO W8X28

DF W 6x25 CORDON INFERIORBarra Perfil

FG L2X2x1/8 AC W 8x15CE W 8x15

FH W 6x25 EL W6X8.5LN W 8x15

AC W 8x15 NO W 8x15

CE W8X13 MONTANTES Y DIAGONALESBarra Perfil

DC L2x2x3/16 BC L2X2x1/8DC L2x2x3/16

EL W6X8.5 DE L3x3x3/16DG L2x2x3/16

EG W6X8.5 FG L2X2x1/8EG W6X8.5

DG L2x2x3/16 GH W6X8.5HJ W6X8.5

GH W6X8.5 JL W6X8.5IJ L2X2x1/8KJ L2x2x3/16KL L3x3x3/16






KN L2x2x3/16MN L2X2x1/8






Cc126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284126.099284






DISEÑO DE COLUMNAS

DATOS. CARGA MUERTA CARGA VIVA

eL = 1.65 [m]

d = 4.0 [m] Peso Propio de la cubierta 20 Sobrecarga de nieve 50

Li = 24.5 [m] Peso larguero + tirante 8.12 Carga de viento 0

L = 35.0 [m] Peso Propio armadura 27 CARGA VIVA TOTAL 50

H = 6.6 [m] CARGA MUERTA TOTAL 55.12

q = 20.6375

NUMERO DE VANOS: 8

APOYOCARGA MUERTA [kg] CARGA VIVA [kg]

CUBIERTA TIRA+LARGUE ARMADURA S.C. NIEVE VIENTO350 142.12 472.5 964.62 875 IZQ. DER.

A 4.0 1400.0 568.5 1890.0 3858.5 3500.0 - -

875 1839.6 [kg] [K]3500.0 7358.5 7358.485 16.23

DATOS:

A 36 Fy = 36 [ksi]

Asumimos

Articulado-Articulado K = 1 Cc = 126.1

NUMERO DE VANOS: 8

PERFIL ANALIZADO

Fa [Ksi]TIPO

7.00 7358.48 16.22

W 8 X 31 9.12 2.01

22.97

137.11 8.69

W 10 X 33 9.71 1.94 142.06 8.32

W 12 X 40 11.80 1.94 142.06 8.33

W 14 X 43 12.60 1.89 145.81 8.06

OBSERVACION

1.78 0.20 CUMPLE

1.67 0.20 CUMPLE

1.37 0.17 CUMPLE

1.29 0.16 CUMPLE

PERFIL SELECCIONADO W 8 X 31 Gr. 1 A36

[kg/m2] [kg/m2]

[kg/m2] [kg/m2]

[kg/m2] [kg/m2]

[kg/m2]o

TENSION UNITARIA

C.MUERTA TOTAL [kg]

PN = PN = PN = PN = PN =

C.VIVA TOTAL [kg]

CARGA TOTAL [kg]

TENSION DE DISEÑO COLUMNA

PN = PN =

LONGITUD [m]

TENSION DISEÑO [kg]

TENSION DISEÑO [K]

LONGITUD [pie] l KL/rmin

AREA [pulg2] r min [pulg]

1Fa

fa

A

P

[Ksi] fa






DISEÑO DE PLACAS DE APOYO

PLACAS DE COLUMNAS

PERFIL W 8 X 31 Fy = 36 [ksi]

CARGA 16.23 [K]

Fp = 0.30 [ksi]

d = 8 [pulg]

bf = 8 [pulg]

Aplaca = 54.08

Las dimensiones asumidas son:

B [pulg] D [pulg]

9 9 81

m = 1.3 [pulg]t = 0.24 [pulg]

n = 0.7 [pulg]

PL 9 X 9 X 1/2 A36

[pulg2]

A [pulg2]

D

B

d

0.8 bf

n 0.95 d n

m

m

nf0.75

'f3 ó m

f0.75

'f3t

placayplacay

cc






DISEÑO A SOLDADURA

BARRA PEFIL P[k] e [pulg] L[pulg]AB W8X28 75.54 0.285 26.03BC L2X2x1/8 3.80 0.125 2.98BD W8X28 74.11 0.285 25.54DE L3x3x3/16 7.59 0.1875 3.98DF W8X28 72.69 0.285 25.05FG L2X2x1/8 3.80 0.125 2.98FH W8X28 71.26 0.285 24.55AC W 8x15 71.78 0.314 22.45CE W 8x15 61.53 0.314 19.24DC L2x2x3/16 10.25 0.1875 5.37EL W6X8.5 28.72 0.194 14.54EG W6X8.5 34.18 0.194 17.30DG L2x2x3/16 10.25 0.1875 5.37GH W6X8.5 44.44 0.194 22.49

Proyecto Metalicas f

Documents

Transcript of Proyecto Metalicas f