Post on 06-Mar-2016
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