RESULTADOS DEL ANALISIS EFECTUADO CON LA OPCION CON P-DELTA; OBSERVESE QUE LAS GRANDES DEFORMACIONES UZ SE HAN REDUCIDO DEBIDO A LA LINEARIDAD DEL SISTEMA

FUERZA AXIAL DEBIDO A CARGAS MUERTAS Y PERMANENTES

FUERZAS AXIALES EN ELEMENTOS DEBIDO A LA SOBRE CARGA APLICADA HASTA LA MITAD DEL PUENTEFUERZAS AXIALES EN ELEMENTOS DEBIDO A LA SOBRE CARGA APLICADA EN EL TOTAL DEL PUENTE

SOBRE CARGA APLICADA EN EL TOTAL DE L PUENTESOBRE CARGA APLICAD A MITAD DE PUENTE

FUERZAS QUE ACTUAN EN LA TORRE

MODELO PARA ANALISIS ESTRUCTURAL DE LAS TORRES DEL PUENTEFUERZAS AXIALES DE COMPRESION EN LOS ELEMENTOS DE TORRE

Las frmulas que se utilizan para el clculo de fuerzas y deformaciones en los cables son:

Donde:H = fuerza horizontal en el cableTmax = fuerza mxima en el cableL = longitud de cableDL = deformacin del cablef = flecha de la parbolaS = luz del puenteA = area de la seccin del cableE = Mdulo de elasticidad del cableFORMULAS PARA CALCULO DE CABLES

RESULTADOS DE FUERZAS Y DEFORMACIONES OBTENIDAS UTILIZANDO LAS ECUACIONES PARA CABLES

GEOME

cable de reversaviga rigidezpendola suspensin montaje

Pendiente0GradosPendiente0GradosPendiente0GradosPendiente0Grados

145.5a0145.5a0140140a

14.557.5131.512.5

xyxZATYATyxx

00.0000.0000.00000.00000.0000.0000.0000.645771823200.00000.000

4.85-1.875-1.8750.0004.850.7730.5830.968-0.9680.0002.50.1055-1.722

9.7-3.621-3.6210.0009.71.4931.1251.870-1.8700.00050.20710-3.316

14.55-5.238-5.2380.00014.552.1601.6282.705-2.7050.0007.50.30415-4.783

19.4-6.725-6.7250.00019.42.7732.0903.473-3.4730.000100.39820-6.122

24.25-8.083-8.0830.00024.253.3332.5124.174-4.1740.00012.50.48825-7.334

29.1-9.312-9.3120.00029.13.8402.8944.808-4.8080.000150.57430-8.418

33.95-10.411-10.4110.00033.954.2933.2355.376-5.3760.00017.50.65635-9.375

38.8-11.381-11.3810.00038.84.6933.5375.877-5.8770.000200.73540-10.204

43.65-12.222-12.2220.00043.655.0403.7986.311-6.3110.00022.50.80945-10.906

48.5-12.933-12.9330.00048.55.3334.0196.678-6.6780.000250.88050-11.480

53.35-13.515-13.5150.00053.355.5734.2006.979-6.9790.00027.50.94755-11.926

58.2-13.968-13.9680.00058.25.7604.3407.212-7.2120.000301.01060-12.245

63.05-14.291-14.2910.00063.055.8934.4417.379-7.3790.00032.51.07065-12.436

67.9-14.485-14.4850.00067.95.9734.5017.479-7.4790.000351.12570-12.500

72.75-14.550-14.5500.00072.756.0004.5217.513-7.5130.00037.51.17775-12.436

77.6-14.485-14.4850.00077.65.9734.5017.479-7.4790.000401.22480-12.245

82.45-14.291-14.2910.00082.455.8934.4417.379-7.3790.00042.51.26885-11.926

87.3-13.968-13.9680.00087.35.7604.3407.212-7.2120.000451.30990-11.480

92.15-13.515-13.5150.00092.155.5734.2006.979-6.9790.00047.51.34595-10.906

97-12.933-12.9330.000975.3334.0196.678-6.6780.000501.378100-10.204

101.85-12.222-12.2220.000101.855.0403.7986.311-6.3110.00052.51.406105-9.375

106.7-11.381-11.3810.000106.74.6933.5375.877-5.8770.000551.431110-8.418

111.55-10.411-10.4110.000111.554.2933.2355.376-5.3760.00057.51.452115-7.334

116.4-9.312-9.3120.000116.43.8402.8944.808-4.8080.000601.469120-6.122

121.25-8.083-8.0830.000121.253.3332.5124.174-4.1740.00062.51.483125-4.783

126.1-6.725-6.7250.000126.12.7732.0903.473-3.4730.000651.492130-3.316

130.95-5.238-5.2380.000130.952.1601.6282.705-2.7050.00067.51.498135-1.722

135.8-3.621-3.6210.000135.81.4931.1251.870-1.8700.000701.5001400.000

140.65-1.875-1.8750.000140.650.7730.5830.968-0.9680.00072.51.498

145.5-0.0000000-0.0000.000145.50.0000.0000.000-0.0000.000751.492

PERFILES

ESFUERZOS EN ELEMENTOS DEL PUENTE

EVALUACION SEGUN NORMAS ASSTHO

ESTRUCTURAELEMENTOPERFILkkl/r

COLUMNABOX 45X4564991 C36604 C28-184111200212.00001.68E-023.78E-0421.4451.80E-011.00119.21661.905668.02

DIAGONAL2C5x915165 C200000.00347.41E-064.70.0464821101.11587.122814.54

15165 C200000.00341.55E-044.70.213214496122.04587.1221178.18

STRUTS2C5X6.73000 C50000.00256.24E-064.360.04953188.03196.701906.97

3000 C50000.00251.15E-044.360.2130720712120.46196.7011180.69

TORRE11922 T150000.0025590.1031395

11922 T150000.0025590.1031395

BRAZO HORZ.WF8X315222 C80000.00594.58E-054.90.0882155.56135.8231081.07

80000.00591.54E-054.90.0512195.70135.823854.31

BRAZO INCLINADOH30X3016470 C200000.00851.40E-047.58240.1284159.05236.2671066.10

200000.00854.35E-057.58240.07161105.90236.267777.55

BRIDA SUPERIOR2C 8x3x1/275398 C0587780000.00844.71E-052.4250.0749132.38930.7881157.18

1/2"75398 C0587780000.00849.17E-054.850.10461.8585.76930.788921.70

VIGA DE RIGIDEZBRDA INFERIOR2C 8x375398 T71980780000.00844.71E-052.4250.0749132.38930.788

ESTRUCTURA1/2"75398 T00995000.00849.17E-054.850.10461.360.261187.3511060.72

VIENTO

305179995010.02990.0321.3751.313111395.00

DIAGONAL2L3x35500 C00800000.00091.03E-061.930.023622181.70861.113947.05

1/4"2620 T00800000.00091.12E-051.930.0775838462124.88861.1131173.21

VERTICALWF7X4800 C00100000.00301.60E-051.50.0734120.4433.6931180.73

1/4"800 C00100000.00301.69E-061.50.0239162.7633.6931049.23

ACERO A36

126.10

E =2.04E+10

25310510

REVERSA

CALCULO DE LAS CARACTERISTICAS GEOMETRICAS Y FUERZAS EN LOS CABLES DEBIDO AL PESO PROPIO Y MUERTO

CABLES TIPO WIRE ROPE

171.1285.56268.3351.49279.23

C A R A C T R I S T I CA S G E O M E T R I C A S Y F U E R Z A S F I N A L E S

Elemento

Cab. - Suspen.02x35.7515.60425.4401896.81.41E+07145.5014.5577.37783.34149.3800.443

Cab. - Reversa3738.15.6885.56694.21.41E+07145.507.51330.13830.77146.5340.454

C A R A C T R I S T I CA S G E O M E T R I C A S D E M O N T A J E

Cab. - Suspen.145.7513.70500148.9370.442

Cab. - Reversa145.504.52200145.8750.450

f :Flecha de la parabolaCarga distribuida gerada por el viento contra la estructura metlica reticulada

Dametro Nominal del cableCarga distribuida genera por el pretensado de los cableEnlongacin del cable

Area de la seccion transversal.Angulo de inclinacin del plano formado por la parbola del cable de reversaTensin mxima en el cable

S:Luz del puenteH:Tensin horizontal en el cable (cte.)L:Longitud de cable

Peso del cable por unidad de long.carga vertical debido al cable de reversa

E:Modulo de elasticidad del cableFuerza vertical que transmiten las pendolas del cable de reversa

FAIDORES

CALCULO DE FUERZAS LONGITUDES Y DEFORMACIONESMONTAJE INICIAL CABLE DE REVERSA

DE CABLES FIADORES DEBIDO AL PESO PROPIO

FIADORES DEL CABLE DE SUSPENSIONFIADORES DEL CABLE DE REVERSA

DATOS:DATOS:

DIAMETRO58.7mm.DIAMETRO38.1mm.DIAMETRO0.0381m2-1/4"

AREA.SECC.2071AREA.SECC.694.2AREA.SECC.0.000871

FUERZAH=78.00tonFUERZAH=31.000tonLONGITUDs =216mLongitud nominal de cable

ELASTIC.E =1.41E+07ELASTIC.E =1.41E+07PES/METRO0.007t/mPeso de cable por metro lineal

ELASTIC.E =1.61E+07

FIADORES IZQUIERDO:FIADOR IZQUIERDO

ANGULO25.81ANGULO9.056

LONG. final.L37.211ANGULO6.85

Fza. Fiador86.643tonLONG. final.L31.163CABLE216.85mLongitud de montaje

Enlongacion0.1104mFza. Fiador31.617ton

Despl. Horiz0.123Enlongacion0.1007m

Despl. Horiz0.103

LONG.MON.37.101LONG.MON.31.062

FIADOR DERECHOFIADOR DERECHOANCLAJE IZQ33.595mlongitud de cable de anclaje izquierdo

ANGULO9.0560mDelta de Longutud de luz total lado izquierdo

ANGULO25.81ANGULO6.85ANCLAJE DER33.518mlongitud de cable de anclaje derecho

LONG. final.L37.211LONG. final.L31.1630mDelta de Longutud de luz total lado derecho

Fza. Fiador86.643Fza. Fiador31.617ANGULO IZQ18.142130.9502870321

Enlongacion0.1104Enlongacion0.1007

Despl. Horiz0.123Despl. Horiz0.103

LONG.MON.37.101LONG.MON.31.062

q

VIENTO

CALCULO DEL AREA DE ACCION DEL AIRE

ElementoscantidadLA superArea/ml

Cable de Suspensin2149.380.05870.060

diam. 2"- 5/16

Cable de Reversa2146.530.03810.038

diam. 1- 1/2"

Pndolas de Suspencin213.20250.0160.03

diam. 5/8"

Pndolas de Reversa23.4170.01270.006

diam. 1/2"

Brida sup.CX8"x3"210.20320.41

Brida iof..CX8"x3"210.20320.41

DIAGONALL3x3x1/426.5920.080.21

VERTICAL21.80.0380.08

Accesorios0.05

Madera1145.50.05080.0508

Metal corrugado 2"x 1/8"0.00710.007

1.34

128

171.12kg/m

Eval-Fzas

VIGA DE RIGIDEZ SIMPLE

CON CABLE DE REVERSA Y PUENTE A MEDIA CARGA, w = 400 kg/ml

Elementoperfil

d = 1.2TS6X6X1/250.82 - 5/16296.7207135.8721.243

50.82 - 5/16296.72071350.9539

50.82 - 5/16296.720710.9437.967

50.82 - 5/16296.7207133.6440.9337.38

61.12 -3/4410292936.0940.83540.106

CABLE DEd = 1.566.63488.13483.936.6250.78

SUSPEN.TS 8X8X3/850.82 - 5/16296.7207134.1010.837.886

61.12 -3/4410292935.510.68

61.12 -3/4410292935.0540.6738.948

61.12 -3/4410292934.525

TS 8X8X1/261.12 -3/4410292934.8420.5938.71

66.63488.13483.935.4550.5539.392

d = 1.2TS6X6X1/2104003.79E-03-0.113138.41.243

104005.90E-03-0.0941480.95

104005.90E-03-0.109147.4320.94

104005.90E-03-0.10891470.93

104005.90E-03-0.081140.50.835

104005.90E-03-0.0685138.060.78

d = 1.5TS 8X8X3/8142008.20E-03157.30.8

VIGA DE142008.20E-03147.5750.68

RIGIDEZ142008.20E-03147.2520.67

142008.20E-03146.8720.66

TS 8X8X1/2186001.06E-02154.320.59

186001.06E-02149.8

d = 1.2TS6X6X1/233.31 - 1/2125.2871-5.2821.243

33.31 - 1/2125.2871-5.1690.95

40.221 - 7/8183.31271-8.1360.94

47.182 - 1/8251.31748.4-10.0340.93

33.31 - 1/2125.2871-3.8250.835

d = 1.533.31 - 1/2125.2871-3.1910.78

CABLE DETS 8X8X3/833.31 - 1/2125.2871-5.0250.8

REVERSA33.31 - 1/2125.2871-3.6460.68

40.221 - 7/8183.31271-5.2780.67

47.182 - 1/8251.31748.4-7.1710.66

TS 8X8X1/233.31 - 1/2125.2871-3.5780.59

33.31 - 1/2125.2871-3.079

2471TULUMAYO

CON CABLE DE REVERSA Y PUENTE COMPLETAMENTE CARGADO, w = 400 kg/ml

Elementoperfil

d = 1.2TS6X6X1/250.82 - 5/16296.72071071.74201.15

50.82 - 5/16296.72071701.12677.76

50.82 - 5/16296.7207168.3441.175.915

50.82 - 5/16296.7207167.2871.0874.741

61.12 -3/4410292972.1880.83680.185

d = 1.566.63488.13483.973.2490.695

CABLE DETS 8X8X3/850.82 - 5/16296.7207168.2471.175.75

SUSPEN.61.12 -3/4410292971.020.79678

61.12 -3/4410292970.1080.7877.875

61.12 -3/4410292969.0480.7776.698

TS 8X8X1/261.12 -3/4410292969.6850.7877.404

66.63488.13483.970.9090.6778.764

d = 1.2TS6X6X1/2104003.79E-03-0.205441.15

104005.90E-03-0.20166.51.126

104005.90E-03-0.20564.931.1

104005.90E-03-0.2041.08

104005.90E-030.836

104005.90E-03-0.12443.830.695

d = 1.5TS 8X8X3/8142008.20E-0390

VIGA DE142008.20E-0365.3630.796

RIGIDEZ142008.20E-0364.5260.78

142008.20E-0363.560.77

TS 8X8X1/2186001.06E-0282.5

186001.06E-020.67

d = 1.2TS6X6X1/233.31 - 1/2125.2871-10.58201.15

33.31 - 1/2125.2871-10.3261.126

40.221 - 7/8183.31271-16.2851.1

47.182 - 1/8251.31748.4-20.0821.08

33.31 - 1/2125.28710.836

d = 1.533.31 - 1/2125.2871-6.3700.695

CABLE DETS 8X8X3/833.31 - 1/2125.2871-10.061.1

REVERSA33.31 - 1/2125.2871-7.3010.796

40.221 - 7/8183.31271-10.5650.78

47.182 - 1/8251.31748.4-14.3620.77

TS 8X8X1/233.31 - 1/2125.2871-7.163

33.31 - 1/2125.2871-6.1650.67

CABLE DE REVERSA Y PUENTE CON CARGA DE VIENTO w = 210 kg/ml

Elementoperfil

TS 8X8X3/8

d = 3

33.31 - 1/2125.28718.580.678.3865

CABLE DE40.221 - 7/8183.3127111.2230.6211.332

REVERSA47.182 - 1/8251.31748.414.2740.57716.033

TS 8X8X1/2

TS 8X8X3/8

d = 3250006.46E-0204320.67

250006.46E-020402.40.62

VIGA DE250006.46E-0203720.577

RIGIDEZ

TS 8X8X1/2

VIGA DE RIGIDEZ RETICULADA

PUENTE A MEDIA CARGA, w = 400 kg/ml

Elemento

CAB-SUS50.82071037.41101.277

VIG - RIGD104003.79E-03-115.3260.7491.277

PUENTE COMPLETAMENTE CARGA, w = 400 kg/ml

Elemento

CAB-SUS50.82071074.82201.21

VIG - RIGD104003.79E-03-37.511.21

RESUMEN

CABLE DE SUSPENSIONCABLE DE REVERSA

XYSTZSTLPVLong CabYATZATLPHLong Cab

016.6512.1014.8697.738

4.8514.7762.10112.97712.4074.2866.9656.5445.974

9.70013.0302.10111.23110.6613.7436.2455.6435.073

14.5511.4132.1019.6149.0443.2415.5784.8084.238

19.4009.9262.1018.1277.5572.7784.9654.0403.470

24.258.5682.1016.7696.1992.3564.4053.3392.769

29.17.3392.1015.5404.9701.9753.8982.7052.135

33.956.2402.1014.4413.8711.6333.4452.1371.567

38.85.2702.1013.4712.9011.3323.0451.6361.066

43.654.4292.1012.6302.0601.0702.6981.2020.632

48.53.7182.1011.9191.3490.8492.4050.8350.265

53.353.1362.1011.3370.7670.6692.1650.5340.000

58.22.6832.1010.8840.3140.5281.9780.3010.000

63.052.3602.1010.56100.4271.8450.1340.000

67.9002.1662.1010.36700.3671.7650.0330.000

72.752.1012.1010.30200.3471.7380.0000.000

77.62.1662.1010.36700.3671.7650.0330.000

82.452.3602.1010.56100.4271.8450.1340.000

87.32.6832.1010.8840.3140.5281.9780.3010.000

92.153.1362.1011.3370.7670.6692.1650.5340.000

973.7182.1011.9191.3490.8492.4050.8350.265

101.854.4292.1012.6302.0601.0702.6981.2020.632

106.75.2702.1013.4712.9011.3323.0451.6361.066

111.556.2402.1014.4413.8711.6333.4452.1371.567

116.47.3392.1015.5404.9701.9753.8982.7052.135

121.258.5682.1016.7696.1992.3564.4053.3392.769

126.19.9262.1018.1277.5572.7784.9654.0403.470

130.9511.4132.1019.6149.0443.2415.5784.8084.238

135.813.0302.10111.23110.6613.7436.2455.6435.073

140.6514.7762.10112.97712.4074.2866.9656.5445.974

145.516.6512.1014.8697.738

Fza.-torre

FUERZAS QUE ACTUAN SOBRE LA TORRE IZQUIERDA, PESO PROPIO + SOBRECARGA

Elemento

Cab-Suspen.21.13625.81122.38124.96059.1947.31106.50

Cab-Reversa3711.679.066.85030.1430.7743.643.754.804.977.3869.775

FUERZAS QUE ACTUAN SOBRE LA TORRE DERECHA, PESO PROPIO + SOBRECARGA

Elemento

Cab-Suspen.21.13625.81122.38124.96059.1947.31106.50

Cab-Reversa3711.679.066.85030.1430.7743.643.754.804.977.3869.775

H

qa

METRDADO

METRADO DE ELEMENTOS METALICOS DEL PUENTE COLGANTE SAN FRANCISCO

ESTRUCTURAELEMENTOTIPOW (kg/m)CANTIDAD

CABLE DE SUSPENSIONWIRE ROPE1 - 3/4819.4149.387.844660.66

FIADOR IZQUIERDOWIRE ROPE1 - 3/4819.437.2117.841160.98

FIADOR DERECHOWIRE ROPE1 - 3/4819.437.2117.841160.98

CABLESCABLE DE REVERSAWIRE ROPE1 - 1/2694.2146.535.6821664.63

34.1635.682388.09

34.1635.682388.09

PENDOLA DE SUSPENSIONWIRE ROPE5/84.850.9758272.86

PENDOLA DE REVERSA1/22.5040.625890.06

SUBTOTAL9786.35

ESTRUCTURAELEMENTOTIPOESPESOR (m)LARGO (m)ANCHO (m)VOLUMEN (m3)CANTIDADPESO (kg)

BRIDA SUPERIOR (B-1)C8X3X1/20.01257143.70.60418929.88

BRIDA INFERIOR (B-2)C8X3X1/20.01257145.90.61419213.80

DIAGONAL(D - 1)C8X3X1/20.0125723.20.1043059.99

DIAGONALES INTERMEDIAS2L 3X3X1/41.62365547.77

MONTANTES (M-1 y M-2)WF7x4x1/40.006351.80.004210622048.84

VIGA TRANSVERSAL (V-T)WF30X202.50.01313406.90

BARANDASL 3X3X1/4145.544251.51

CARTELAS EN NUDOS:

1.1PL 1/2"0.01270.00052416.35

1.7PL 1/2"0.01270.00076847.85

3.1PL 566x150x1/2"0.01270.00108867.79

5.1PL150x464x1/2"0.01270.4640.150.000882401665.31

4.1PL171x378x1/2"0.01270.3780.1710.00082120773.29

6.1PL137x378x1/2"0.01270.3780.1370.00066120619.54

RIGIDIZADORES DE BRIDAS

SUPER

ESTRUCTURAPL140x330x100.010.330.140.00046206002176.02

PL140x178x100.010.1780.1780.0003168120298.46

RIGIDIZ. DIAGONALES:PL 75x1780.010.1780.0750.0001335120125.76

DEL PUENTE

PL Rigid. de nudo (5.2)PL 80.0080.1650.10.000132176182.37

Oreja de pendola reversa (6.5)PL 200.020.00063458288.66

Oreja de pendola suspension (7.1)PL 200.020.00053258242.31

Conector viga transversal2L 3X3X1/40.227058192.36

Rigidiz montantes (6.2 y 7.2)PL165x45X3/80.0095250.1650.0450.0000707464257.60

PL Brid. (6.3 y 7.3)PL178x50X3/80.0095250.1780.050.0000848348231.58

PL de oreja pend. Reversa (6.4)PL 260x40X3/80.0095250.260.040.000099111690.20

PL conexin con V-T( 6.6)PL 275x200X1/20.01270.2750.20.000698558318.03

Separador de nudosWF7X40.006350.30.0007971761101.82

SUBTOTAL65153.99

APOYOS DE TABLERO :

2.61E-04816.36

1.2PL 200.020.000720845.22

1.3PL 181x80x200.020.1810.080.00029049.09

1.4PL 200x130x200.020.20.130.000520832.66

1.5PL138x115x160.0160.140.1150.000254815.95

1.6PL 350x487x250.0250.4870.350.0042614133.80

SUBTOTAL253.08

TOPE DE TABLERO:

1PL 271X50X3/80.0095250.2710.050.0001291616.21

2PL191x200x3/80.0095250.20.1910.000364411.43

3PL 582x200x3/80.0095250.5820.20.001109217.41

4PL 1/2"0.01270.00015244.79

5PL 200x90x3/80.0095250.20.090.00011443.59

SUBTOTAL53.42

BRIDGE CLAMPS:2 - 5/1619.55581133.64

1 - 1/26.8258395.45

ACCESORIOSSOCKETS WIRE ROPE, PENDOLAS5/83.0548146.18

DE ANCLAJE1/22.054081.82

CLOSED BRIDGE SOCKETS:5/87.7348370.91

1/24.5540181.82

SOCKET PARA WIRE ROPE1464584

GRILLETES2.05116237.27

SUBTOTAL3131.09

MADERA2"0.05080.124206145.5124.206118071.973

PLATAFORMAPL corrugada de 9"x3"x3/16"PL 3/16"145.5152.5122188.75

PERNOS1/2-3 UNC1/2"0.01270.000017988140056.482682695

SUBTOTAL40260.723

ESTRUCTURAELEMENTOTIPOESPESOR (m)LARGO (m)ANCHO (m)VOLUMEN (m3)CANTIDADPESO (kg)

COLUMNABOX45X450.00952520.5530.3725814.21

DIAGONAL2C5x9292778.45

STRUTS2C5X6.79.362187.04

BRAZO HORWF8X314.94453.05

BRAZO OBLICUOH30X307.580.0641785.09

VIGUETA SUPERIORCAJON45X401.16350.022295.79

PL 140x450PL0.0080.0005043201266.04810579.69

NUDO 6

6.1PL0.1280.034924.416

6.2PL 3324x5000.023.320.50.0341043.736

6.4PL 3324x4900.023.320.490.0341022.86128

6.30.0380.0011434.6028

6.5PL 2622x2500.0382.620.250.022391.0713

6.6PL 500x4310.01250.500.4310.00278169.1675

ASTM A-3250.019050.0560183603.85488

NUDO 5-9-4-3-8-2

5.1PL 5/8"0.0158750.00618380.8349

9.1PL 5/8"0.0158750.0030494.71025

4.1PL 5/8"0.0158750.0138843.4197

3.1PL 5/8"0.0158750.0028155.5242

8.1PL 5/8"0.0158750.00374117.141625

2.1PL 5/8"0.0158750.00578355.911151947.541825

NUDO 2

TORRE

2.2PL 3/8"0.0095250.001257316157.91688

2.3PL 3/8"0.0095250.0013335441.8719

2.4PL 5/16"0.00793750.00504031254158.2658125

2.5PL 1/2"0.01270.00013973235.09264

2.6PL 3/8"0.0095250.00066675420.93595

2.7PL 3/8"0.0095250.000390525412.262485426.3456675

NUDO 1

1.1PL 3/8"0.095250.000952516119.634

1.2PL0.0250.00598370.52

1.3PL0.020.006724211.008

1.4PL 3/8"0.0095250.0009525859.817

1.5PL 202X1220.020.2020.1220.000492830.8976

1.6PL 202X2650.020.2650.2020.00108867.824

1.7PL 3/8"0.095250.030484957.072

1.7aPL 3/8"0.095250.029813254936.13605

1.8PL 3/8"0.0095250.00422918265.58748

1.9L 8x4x19.60.758175.3758052971

1.10PL0.01270.00013971617.54632

1.11PL0.01270.000279448.77316

1.12PL 5/16"0.00793750.002301875472.278875

1.13PL0.01270.000304849.57072

1.14PL 743x3210.10.7430.3210.0244753.64055.6410102971

NUDO 7

7.1PL 760x4000.0250.760.40.00768477.28

7.2PL0.0380.002668167.048

7.3POLEA0.0104311.3514669248

7.4PL0.01270.00035561644.66336

7.5PL0.01270.000206756812.9842768

7.6PL0.0095250.000260032548.1650205

7.7PL0.0095250.00024765815.55242

7.8PL0.0095250.0001752645.503164

7.9PL0.0095250.0000952585.9817

7.10PL 281x1000.0095250.2810.10.0002676525816.8085771065.3379852248

PERNO M50SAE 10200.050.3980.0010563605433.1697206348

ASTM A-3250.019050.0561.8

APOYOS

1.15PL 100x1380.0550.1380.10.000759847.6652

1.16PL 451x1400.080.4510.140.00505124158.60768

1.17PL 580x7180.10.7180.580.04164441307.62161513.89448

SUBTOTAL23227.28

TOTAL ESTRUC MET.Y CABLES123850.44

TOTAL PESO DE PUENTE141865.93

MBD000471CD.unknown

MBD000584D6.unknown

MBD000627E9.unknown

MBD0005E554.unknown

MBD000553B7.unknown

GRACIAS