actualizacion++concentrado tramos 7%2c8%2c9%2c10+con+reprog iii.xls+novo

DIRECCION GENERAL DEL CENTRO SCT COLIMASUBDIRECCION DE OBRAS

RESIDENCIA GENERAL DE CARRETERAS FEDERALES DEPARTAMENTO DE CONTRATOS Y ESTIMACIONES

OBRA:

UBICACIÓN: LAGUNA DE CUYUTLÁN MANZANILLO, COLIMA. FECHA DE INICIO:

TRAMO: MARGEN NORTE FECHA DE TERMINO:

No. CLAVE CONCEPTO UNIDAD CANTIDAD TRAMO VII (5+302 - 7+850) TRAMO VIII (7+878 - 8+158) TRAMO IX (8+186 - 9+390) TRAMO X (9+418 - 11+098) TRAMO XI (11+098- )

VIADUCTO III; TRAMO VII KM DEL 5+305 - 11+098 VOLUMEN IMPORTE VOLUMEN IMPORTE VOLUMEN IMPORTE VOLUMEN IMPORTE IMPORTE

INFRAESTRUCTURA

N-CTR-CAR-1-06-003/01 Pilotes colados en el lugar

57 EP.01 Pilastrones de 1.50 m de diametro colados en el lugar p.u.o.t. m 0.00 $0.00

N-CTR-CAR-1-01-007/00 Excavación para Estructuras

58 Excavación p.u.o.t. en caballetes extremos m3 75.00 $93.09

SUBESTRUCTURA

N-CTR-CAR-1-02-003/04 Concreto hidráulico

59 EP.02 m3 2,255.10 $2,218.77 1,503.60 $3,336,142.57 0.19% 94.40 $209,451.89 0.01% 198.80 $441,091.48 0.02% 230.40 $511,204.61 $0.00

60 EP.03 Concreto hidráulico p.u.o.t. de f'c= 300 Kg/cm2 en: Travesaños m3 998.60 $2,155.64 337.82 $728,226.93 0.04% 37.00 $79,758.68 0.00% 162.00 $349,213.68 0.02% 128.52 $277,042.85 $0.00

61 EP.04 m3 6,791.30 $2,349.02 2,208.00 $5,186,636.16 0.29% 224.85 $528,168.69 0.03% 990.00 $2,325,529.80 0.13% 1,265.43 $2,972,511.36 $0.00

N-CTR-CAR-1-02-004/02 Acero para Concreto Hidráulico

62 Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Columnas de Pilas de Ø = 1.50 m Kg 685,706.00 $14.40 233,017.60 $3,355,453.44 0.19% 13,348.80 $192,222.72 0.01% 32,369.76 $466,124.54 0.03% 37,200.00 $535,680.00 $0.00

63 Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Travesaños Kg 265,680.00 $14.40 89,884.00 $1,294,329.60 0.07% 9,770.00 $140,688.00 0.01% 42,988.00 $619,027.20 0.03% 55,200.50 $794,887.20 $0.00

64 Kg 982,561.00 $14.40 520,822.10 $7,499,838.24 0.42% 56,611.00 $815,198.40 0.05% 249,088.40 $3,586,872.96 0.20% 319,852.15 $4,605,870.96 $0.00

65 EP.05 m 4,968.00 $88.13 1,472.00 $129,727.36 0.01% 160.00 $14,100.80 0.00% 704.00 $62,043.52 0.00% 824.00 $72,619.12 $0.00

66 EP.06 Mortero grout, p.u.o.t. para nivelación de apoyos dm3 166,322.00 $5.83 54,138.72 $315,628.74 0.02% 6,212.64 $36,219.69 0.00% 25,146.40 $146,603.51 $0.00 13,312.80 $77,613.62 $0.00

SUPERESTRUCTURA


67 EP.07 Concreto hidráulico simple p.u.o.t. de f'c= 350 Kg/cm2 en: Losas entre trabes m3 21,416.30 $2,721.64 6,867.00 $18,689,501.88 1.05% 839.64 $2,285,194.54 0.13% 3,205.89 $8,725,288.26 $0.00 1,221.29 $3,323,919.34 $0.00

68 EP.08 m3 27,056.00 $4,485.63 13,892.21 $62,315,294.21 3.51% 1,679.28 $7,532,617.98 0.42% $0.00 $0.00 0.00 $0.00 $0.00

69 EP.08 m3 14,400.20 $4,462.30 $0.00 6,663.98 $29,736,696.53 7,652.32 $34,146,926.84 $0.00


70 Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Losas Kg 2,472,896.00 $13.54 779,688.08 $10,556,976.64 0.60% 95,295.21 $1,290,297.15 0.07% 363,854.44 $4,926,589.10 $0.00 138,611.21 $1,876,795.85 $0.00

71 Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: trabes Kg 4,040,208.00 $14.03 1,315,390.44 $18,454,927.87 1.04% 159,002.80 $2,230,809.28 0.13% 636,011.20 $8,923,237.14 $0.01 852,833.20 $11,965,249.80 $0.00

72 EP.05 m 5,908.00 $54.13 1,965.60 $106,397.93 0.01% 237.60 $12,861.29 0.00% 950.40 $51,445.15 $0.00 1,274.40 $68,983.27 $0.00

73 EP.09 Acero de presfuerzo, p.u.o.t. L.R. ≥19,000 Kg/cm2, cables 12T15 en trabes Kg 1,005,788.00 $73.23 338,297.96 $24,773,559.61 1.40% 40,893.18 $2,994,607.40 0.17% 159,855.15 $11,706,192.55 $0.01 222,473.99 $16,291,770.32 $0.00

74 EP.10 Acero de presfuerzo, p.u.o.t. L.R. ≥19,000 Kg/cm2, cables 12T13 en losa Kg 1,254,620.00 $73.23 104,832.50 $7,676,883.98 0.00 $0.00 0.00 $0.00 0.00 $0.00 $0.00

75 EP.11 Malla galvanizada, p.u.o.t. calibre 10 en: zona de drenes m2 244.80 $122.60 72.90 $8,937.54 0.00% 8.91 $1,092.37 0.00% 34.02 $4,170.85 $0.00 12.96 $1,588.90 $0.00

76 EP.12 Dren de PVC de 3" de diámetro L= 70cm, p.u.o.t. en Losas Pza 2,448.00 $25.49 810.00 $20,646.90 0.00% 99.00 $2,523.51 0.00% 378.00 $9,635.22 $0.00 144.00 $3,670.56 $0.00

77 EP.13 Pza 546.00 $35,654.08 182.00 $6,489,042.56 0.37% 22.00 $784,389.76 0.04% 87.00 $3,101,904.96 $0.00 92.50 $3,298,002.40 $0.00

78 EP.14 Pza 546.00 $35,560.04 180.50 $6,418,587.22 0.36% 22.00 $782,320.88 0.04% 87.00 $3,093,723.48 $0.00 92.50 $3,289,303.70 $0.00

79 EP.15 Neopreno dureza Shore 60, ASTM-D2240 P.U.O.T. en topes laterales dm3 2,736.00 $334.62 0.00 $0.00 0.00 $0.00 0.00 $0.00 0.00 $0.00 $0.00

TAPA JUNTA

80 EP.16 m 1,715.60 $1,429.56 0.00 $0.00 $0.00 $0.00 $0.00 $0.00

LOSA DE TRANSICION


81 EP.17 Concreto hidráulico simple p.u.o.t. de f'c= 300 Kg/cm2 en: Losa de transición m3 54.00 $2,058.67 $0.00 $0.00 $0.00 $0.00 $0.00


82 Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Losa de transición Kg 10,800.00 $13.54 $0.00 $0.00 $0.00 $0.00 $0.00

83 EP.18 Cartón asfaltado p.u.o.t. de 2 cm de espesor en: Losa de transición m2 6.60 $171.92 $0.00 $0.00 $0.00 $0.00 $0.00

PEDRAPLEN

84 E.P.21 Pedraplén ronseado con tamaño máximo de agregado de 10" p.u.o.t. m3 11,500.00 $276.73 $0.00 $0.00 $0.00 $0.00 $0.00

N-CTR-PUE-1-02-007/07 Geotextiles

85 E.P.22 Geomalla biaxial BX - 1200 o similar, p.u.o.t. m2 4,250.00 $60.41 $0.00 $0.00 $0.00 $0.00 $0.00

86 E.P.23 Geotextil PIVYTEC GEO 350 o similar p.u.o.t., para evitar la filtración de finos m2 5,750.00 $38.28 $0.00 $0.00 $0.00 $0.00 $0.00

CAMINO PROVISIONAL

N-CTR-CAR-1-03-001/00 Alcantarillas de Lámina Corrugada de Acero

87 Tubo de lámina corrugada galvanizada p.u.o.t. ø = 24" calibre 12 m 6,500.00 $2,088.07 2,761.10 $5,765,370.08 0.33%


88 E.P.22 Geomalla biaxial BX - 1200 o similar, p.u.o.t. m2 90,600.00 $60.41 52,209.00 $3,153,945.69 0.18%

89 E.P.23 Geotextil PIVYTEC GEO 350 o similar p.u.o.t., para evitar la filtración de finos m2 90,600.00 $38.28 80,067.79 $3,064,995.00 0.17%

N-CTR-CAR-1-01-009/00 Terraplenes

90 E.P.19 Formación de Terraplén p.u.o.t, de arena compactado al 90% m3 175,000.00 $71.64 76,724.21 $5,496,522.40 0.31% 85,225.00 $6,105,519.00

91 E.P.20 Capa de grava. p.u.o.t. para revestimiento de camino m3 14,000.00 $401.29 7,897.09 $3,169,023.25 0.18%

N-CTR-PUE-1-02-005/06 Bolsas

92 E.P.24 Costaleras de arena, p.u.o.t. m3 34,185.00 $312.13

$198,006,595.79 $19,932,523.02 $78,275,389.93 $90,219,159.69 $0.00

$198,006,595.79 $19,932,523.02 $78,275,389.93 $90,219,159.69 $0.00

CONSTRUCCIÓN DEL DESVÍO FERROVIARIO EN EL VASO II DE LA LAGUNA DE CUYUTLÁN, EN MANZANILLO, COLIMA.

PRECIO UNITARIO

Concreto hidráulico p.u.o.t. de f'c= 300 Kg/cm2 en: Columnas de Pilas de Ø = 1.50 m

Concreto hidráulico p.u.o.t. De f'c= 350 Kg/cm2 en: Cabezales, Bancos y Topes Antisísmicos

Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Cabezales, Bancos y Topes Antisísmicos

Ducto de PVC para paso de barras en montaje de trabes, p.u.o.t. de Ø = 7.1 cm en topes antisísmicos

Concreto hidráulico simple p.u.o.t. de f'c= 350 Kg/cm2 en: trabes presforzadas (incluye montaje de trabes con gruas)

Concreto hidráulico simple p.u.o.t. de f'c= 350 Kg/cm2 en: trabes presforzadas (incluye montaje de trabes con chalán)

Ducto de PVC para paso de barras en montaje de trabes, p.u.o.t. de Ø = 2" cm en trabes

Apoyo tipo TETRON o similar p.u.o.t., fijo con capacidad vertical =350 Ton, capacidad horizontal 100 TonApoyo tipo TETRON o similar p.u.o.t., movil con capacidad vertical =350 Ton,

capacidad horizontal 100 Ton, rotación long. 016 rad y desplazamiento longitudinal ± 40 mm

Tapa junta de acero estructural A-36 galvanizado, p.u.o.t. a base de PL de 4" x 3/8" y angulos de 3" x3" x 3/8"

M33

Edgar_Lara: tenia 152.66

M37

Edgar_Lara: 14454.84



OBRA:





PRECIO UNITARIO

INFRAESTRUCTURA

N-CTR-CAR-1-06-003/01 Pilotes colados en el lugar $0.00 $0.00 $0.00 $0.00

93 EP.01 Pilastrones de 1.50 m de diametro colados en el lugar p.u.o.t. m 0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

SUBESTRUCTURA $0.00

N-CTR-CAR-1-02-003/04 Concreto hidráulico $0.00 $0.00 $0.00 $0.00 $0.00

94 EP.03 Concreto hidráulico p.u.o.t. de f'c= 300 Kg/cm2 en: Travesaños m3 48.10 $2,352.66 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

95 EP.04 m3 329.40 $2,660.39 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

N-CTR-CAR-1-02-004/02 Acero para Concreto Hidráulico $0.00 $0.00 $0.00 $0.00

96 Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Travesaños Kg 12,792.00 $15.15 $0.00 $0.00

97 Kg 50,361.00 $15.15 $0.00 $0.00

98 EP.05 m 248.40 $88.13 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

99 EP.06 Mortero grout, p.u.o.t. para nivelación de apoyos dm3 8,316.00 $5.83 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

SUPERESTRUCTURA

N-CTR-CAR-1-02-003/04 Concreto hidráulico $0.00 $0.00 $0.00 $0.00

100 EP.07 Concreto hidráulico simple p.u.o.t. de f'c= 350 Kg/cm2 en: Losas entre trabes m3 985.90 $2,893.74 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

101 EP.08 m3 1,983.80 $4,462.30 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00


102 Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Losas Kg 113,178.00 $13.54 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

103 Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: trabes Kg 192,531.00 $14.03 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

104 EP.05 m 281.00 $54.13 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

105 EP.09 Acero de presfuerzo, p.u.o.t. L.R. ≥19,000 Kg/cm2, cables 12T15 en trabes Kg 47,676.00 $73.23 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

106 EP.10 Acero de presfuerzo, p.u.o.t. L.R. ≥19,000 Kg/cm2, cables 12T13 en losa Kg 59,969.00 $73.23 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

107 EP.11 Malla galvanizada, p.u.o.t. calibre 10 en: zona de drenes m2 11.70 $122.60 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

108 EP.12 Dren de PVC de 3" de diámetro L= 70cm, p.u.o.t. en Losas Pza 117.00 $25.49 $0.00 $0.00

109 EP.13 Pza 26.00 $35,654.08 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

110 EP.14 Pza 24.00 $35,560.04 $0.00 $0.00

111 EP.15 Neopreno dureza Shore 60, ASTM-D2240 P.U.O.T. en topes laterales dm3 127.20 $334.62 $0.00 $0.00

TAPA JUNTA $0.00 $0.00 $0.00 $0.00

112 EP.16 m 88.20 $1,429.56 $0.00 $0.00

LOSA DE TRANSICION $0.00 $0.00 $0.00 $0.00

N-CTR-CAR-1-02-003/04 Concreto hidráulico $0.00 $0.00 $0.00 $0.00

113 EP.17 Concreto hidráulico simple p.u.o.t. de f'c= 300 Kg/cm2 en: Losa de transición m3 27.00 $2,058.67 $0.00 $0.00


114 Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Losa de transición Kg 5,400.00 $13.54 $0.00 $0.00

115 EP.18 Cartón asfaltado p.u.o.t. de 2 cm de espesor en: Losa de transición m2 3.30 $171.92 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

PEDRAPLEN $0.00 $0.00 $0.00 $0.00

116 E.P.21 Pedraplén ronseado con tamaño máximo de agregado de 10" p.u.o.t. m3 23,500.00 $276.73 $0.00 $0.00 $16,349.00 $4,524,258.77N-CTR-PUE-1-02-007/07 Geotextiles

117 E.P.22 Geomalla biaxial BX - 1200 o similar, p.u.o.t. m2 8,700.00 $60.41 $0.00 $0.00 $0.00 $0.00 $0.00 $1,600.00 $96,656.00118 E.P.23 Geotextil PIVYTEC GEO 350 o similar p.u.o.t., para evitar la filtración de finos m2 11,500.00 $43.78 $0.00 $0.00 $1,600.00 $70,048.00

$0.00 $0.00 $0.00 $0.00 $4,690,962.77

$198,006,595.79 $19,932,523.02 $78,275,389.93 $90,219,159.69 $4,690,962.77

VIADUCTO IV DEL KM 0+147 - KM 0+805 (KM 10+587.01 = KM 0+000)

Concreto hidráulico p.u.o.t. De f'c= 350 Kg/cm2 en: Cabezales, Bancos y Topes Antisísmicos

Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Cabezales, Bancos y Topes Antisísmicos

Ducto de PVC para paso de barras en montaje de trabes, p.u.o.t. de Ø = 7.1 cm en topes antisísmicos

Concreto hidráulico simple p.u.o.t. de f'c= 350 Kg/cm2 en: trabes presforzadas (incluye montaje de trabes con chalán)

Ducto de PVC para paso de barras en montaje de trabes, p.u.o.t. de Ø = 2" cm en trabes

Apoyo tipo TETRON o similar p.u.o.t., fijo con capacidad vertical =350 Ton, capacidad horizontal 100 Ton

Apoyo tipo TETRON o similar p.u.o.t., movil con capacidad vertical =350 Ton,

capacidad horizontal 100 Ton, rotación long. 016 rad y desplazamiento longitudinal ± 40 mm

Tapa junta de acero estructural A-36 galvanizado, p.u.o.t. a base de PL de 4" x 3/8" y angulos de 3" x3" x 3/8"



OBRA:





PRECIO UNITARIO

$0.00 $0.00 $0.00 $0.00


119 Concreto hidráulico simple p.u.o.t. de f'c= 300 Kg/cm2 en plataformas m3 546.00 $1,516.97 $0.00


120 Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: plataformas Kg 109,200.00 $13.54 $0.00

121 EP.25 Kg 3,840.00 $205.43 $0.00

N-CTR-CAR-1-02-005/01 Acero estructural y elementos metálicos

122 Placas de acero estructural Grado 50 en plataformas Kg 24,000.00 $38.33 $0.00

$0.00 $0.00 $0.00 $0.00 $0.00

$198,006,595.79 $19,932,523.02 $78,275,389.93 $90,219,159.69 $4,690,962.77

RETIRO DE CAMINO AUXILIAR E ISLETAS DE TRABAJON-CTR-CAR-1-02-013/00 Demoliciones y desmantelamientos $0.00 $0.00 $0.00 $0.00

123 EP.26 Retiro de camino auxiliar e isletas de trabajo de viaductos II y III, p.u.o.t. Km 4.872 $2,978,526.30

$0.00 $0.00 $0.00 $0.00 $0.00

$198,006,595.79 $19,932,523.02 $78,275,389.93 $90,219,159.69 $4,690,962.77

N-CTR-PUE-1-03-001/06 Dragado con Equipo Marino

124 E.P.27 m3 400,000.00 $138.65 166,761.26 $23,121,448.70 1.30% 190,278.60 $26,382,127.89 1.49% $0.00

$0.00 $0.00 $23,121,448.70 $26,382,127.89 $0.00

$198,006,595.79 $19,932,523.02 $101,396,838.63 $116,601,287.58 $4,690,962.77

$0.00 $0.00 $0.00 $0.00

136 EP.29 Suministro y distribución de balasto, p.u.o.t. en vía ferrea m3 16,761.00 $395.95 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

137 EP.30 Suministro y distribución de riel de RE 115 lb/yd p.u.o.t. nuevo de primera de 78' pza 910.00 $26,968.09 $0.00 $0.00 $0.00 $0.00 $0.00 $187.00 $0.00

138 EP.30 Suministro y distribución de riel de RE 115 lb/yd p.u.o.t. nuevo de primera de 39' pza 238.00 $13,294.31 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

139 EP.31 pza 1,558.00 $4,632.01 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

140 EP.32 Suministro y colocación de fijación RN nuevo para riel de 115 lb/yd p.u.o.t. jgo 19,564.00 $384.32 $0.00 $0.00 $0.00 $0.00 $0.00 $3,050.00 $0.00

141 EP.33 Suministro y distribución de durmiente de concreto I-84 (pretensado) nuevo p.u.o.t. pza 19,564.00 $1,193.64 $0.00 $0.00 $0.00 $0.00 $0.00 $3,101.00 $0.00

142 EP.34 pza 7,682.00 $498.96 $0.00 $0.00 $0.00 $0.00 $0.00 $1,068.00 $0.00

143 EP.35 Suministro y colocacion de clavo de vía nuevo p.u.o.t. pza 61,456.00 $22.84 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

144 EP.36 pza 15,364.00 $106.46 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

145 EP.37 Suministro y colocacion de planchuela para riel de 115 lbs/yda de segunda p.u.o.t. pares 1,558.00 $853.38 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

146 EP.38 Suministro y colocacion de tornillo con arandela y tuerca nuevo p.u.o.t. jgo 6,232.00 $123.23 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

147 EP.39 pza 1,150.00 $3,612.08 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

148 EP.40 jgo 4.00 $336,175.17 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

149 EP.41 jgo 4.00 $70,674.95 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

150 EP.42 Armado de vía elástica p.u.o.t. ml 11,738.00 $1,347.08 $0.00 $0.00 $2,478.00151 EP.43 Alineamiento y nivelacion de via en forma mecanizada p.u.o.t. mts 11,738.00 $66.95 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

152 EP.44 Alineamiento y nivelacion mecanizada de herraje de cambio No 10 p.u.o.t. jgo 4.00 $16,976.46 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00

153 EP.45 Colocacion de contraríeles con rieles de 39' de 115 Lb/yd de segunda p.u.o.t. ml 9,218.00 $431.67 $0.00 $0.00

154 EP.46 Liberacion de esfuerzos en el riel p.u.o.t. ml 11,738.00 $127.78 $0.00 $0.00

155 EP.47

Lote 1.00 $42,717.68 $0.00 $0.00

$0.00 $0.00 $0.00 $0.00 $0.00

$198,006,595.79 $19,932,523.02 $101,396,838.63 $116,601,287.58 $4,690,962.77

OBRA AMBIENTAL168 EP.65 Obra de mitigación ambiental, lote 1.00 $82,384,313.14 0.87 $71,509,583.81 4.03%

71,509,583.81 0.00 0.00 0.00 0.00

269,516,179.59 19,932,523.02 101,396,838.63 116,601,287.58 4,690,962.77

PLATAFORMAS DESMONTABLES PARA MONTAJE DE TRABES EN VIADUCTOS II Y III (10 plataformas)

Barras de presfuerzo, p.u.o.t. L.R. ≥ 10,500 kg/cm2, barra de 50 mm de diámetro en plataforma

DRAGADO PARA CONSTRUCCION DE VIADUCTOS III Y IV

Dragado p.u.o.t. de canal de 36 m de ancho y cota -2m, en zona de trazo de viaducto para operaciones de construcción de infraestructura y montaje de trabes, incluyendo disposición de lodos de acuerdo a lo señalado en la MIA

VIA FERREA INCLUYE VIADUCTOS I, II, III, IV Y ZONA DE TIERRA (11.618 KM)

Suministro y colocación de riel de 115 lb/yd de 39' de segunda para contrariel p.u.o.t.

Suministro y colocacion de durmiente de pino impregnado de 7" X 8" X 8' nuevo p.u.o.t

Suministro y colocacion de placa de doble hombro para riel de 115 lbs/yda de segunda p.u.o.t.

Suministro y aplicación de kit de soldadura aluminotermica tipo QP Crisol CJ (Desechable) p.u.o.t.

Suministro y colocacion de herraje de cambio No 10 con aguja de 16' 6", arbol de cambio alto 1008 ARS de 1ª p.u.o.t.

Suministro y colocacion de juego de madera de cambio No 10 de encino impregnado de 1ª p.u.o.t.

Placas de señalamiento requeridas de acuerdo al Reglamento para Conservación de Vías y Estructuras p.u.o.t.



OBRA:





PRECIO UNITARIO

EXTRAORDINARIOS

170 EXT.- 001 lote 1.00 $180,336.13 $0.00 $0.00 1.00 $180,336.13 0.01% $0.00

171 EXT.- 002 lote 1.00 $345,565.93 $0.00 $0.00 1.00 $345,565.93 0.02% $0.00

reubicacion de lineas de agua potable y drenaje lote 1.00 $226,708.93 $0.00 $0.00 1.00 $226,708.93 0.01%

172 EXT.- 003 m 1,449.29 $13,592.66 $0.00 $0.00

173 EXT.- 004 m 997.00 $20,119.29 $0.00 $0.00

174 EXT.- 005 m 545.40 $17,797.66 $0.00 $0.00

175 EXT.- 006 m 18,322.71 $20,536.81 7,217.16 $148,217,443.66 8.36% 616.60 $12,662,997.05 0.71% 2,569.04 $52,759,886.36 2.98% 3,158.00 $64,855,245.98 14133601161.79%

176 EXT.- 007 m 710.80 $20,916.50 $0.00

177 EXT.- 008 m2 46,200.00 $314.60 25,480.00 $8,016,008.00 0.45% #VALUE!

EXT.- Tala de arbol hasta 10 cm $104.82 $0.00 0.00% 80.00 $8,385.60 $0.00

Tala de arbol hasta 11 cm a 20 cm $174.70 $0.00 0.00% 46.00 $8,036.20 $0.00

tala de arbol hasta 21 a 30 cm $349.39 $0.00 0.00% 30.00 $10,481.70 $0.00

tala de arbol de 31-40 cm $524.09 $0.00 0.00% 14.00 $7,337.26 $0.00

taka de arbol de 41-60 cm $1,048.18 $0.00 0.00% 6.00 $6,289.08 $0.00

construccion de muelle 1 y 2 en km 9+500 pz 1.00 $9,557,092.38 $0.00 0.00% $0.00 1.00 $9,557,092.38

construccion de puente para cruzar tuberia de agua potable en km 9+500 pz 1.00 $2,107,759.43 $0.00 0.00% $0.00 1.00 $2,107,759.43

extraccion desarmado y botado de draga lote 1.00 $1,082,018.43 $0.00 0.00% $0.00 1.00 $1,082,018.43

127 cortes y escavaciones $49.18 $0.00 0.00% 2,978.10 $146,462.96 $0.00

199 EXT-030 m2 1,751.92 $308.34 $0.00 $0.00 1,751.92 $540,187.01 $0.00 $0.00 $0.00

EXT-036m2 27,056.00 $5,098.12 $0.00 $0.00

$156,233,451.66 $14,142,787.85 $52,759,886.36 $77,602,116.22 $0.00

$425,749,631.25 $34,075,310.87 $154,156,724.99 $194,203,403.80 $4,690,962.77

ANEXOS A REPROGRAMACION

195 ET-02 M2 10,400.00 $115.72 $0.00 $0.00 $0.00 $0.00 $0.00

196 ET-03 M2 10,400.00 $869.38 $0.00 $0.00 $0.00 $0.00 $0.00

197 ET-04 PZA 575.00 $23,462.25 $0.00 $0.00 $0.00 $0.00 $0.00

198 ET-05 PZA 627.00 $13,052.86 $0.00 $0.00 $0.00 $0.00 $0.00

199 ET-06 PZA 1,202.00 $579.23 $0.00 $0.00 $0.00 $0.00 $0.00

200 EXT-69 LOTE 2.00 $9,557,092.37 $0.00 $0.00 $0.00 $0.00 $0.00

201 EXT-70 LOTE 1.00 $2,107,759.43 $0.00 $0.00 $0.00 $0.00 $0.00

202 TF-001 M3 2,416.00 $161.10 $0.00 $0.00 $0.00 $0.00 $0.00

203 TF-002 ML 460.00 $198,476.05 $0.00 $0.00 $0.00 $0.00 $0.00

204 TF-003 ML 460.00 $18,913.50 $0.00 $0.00 $0.00 $0.00 $0.00

205 EXT-031 DM3 147.00 $293.80 $0.00 $0.00 $0.00 $0.00 $0.00

207 TF-018 M3 37,292.40 $1,228.28 $0.00 $0.00 $0.00 $0.00 $0.00

208 TF-019 M2 1,840.00 $488.40 $0.00 $0.00 $0.00 $0.00 $0.00

209 TF-024 Contracunetas ML 370.00 $268.00 $0.00 $0.00 $0.00 $0.00 $0.00

206 EXT-033 LOTE 1.00 $226,708.93 $0.00 $0.00 $0.00 $0.00 $0.00

210 EXT-034 M3 30,000.00 $15.77 $0.00 $0.00 $0.00 $0.00 $0.00

214 EXT-057 ML 74.00 $3,537.50 $0.00 $0.00 $0.00 $0.00 $0.00

215 EXT-058 M3 100.80 $1,749.79 $0.00 $0.00 $0.00 $0.00 $0.00

216 EXT-064 M3 2,500.00 $69.70 $0.00 $0.00 $0.00 $0.00 $0.00

211 EXT-065 M3 400.00 $1,704.83 $0.00 $0.00 $0.00 $0.00 $0.00

Reubicación de línea de teléfonos de México aérea, en la Zona Urbana Punta Grande en Manzanillo, Col. ubicada entre el km 7+900 y el km 8+068 del Desvió Ferroviario (P.U. definitivo)

Reubicación de línea de media tensión de Comisión Federal de Electricidad, aérea y subterránea en la Zona Urbana Punta Grande en Manzanillo, Col., entre el km 7+900 al km 8+068 en el Desvió Ferroviario. (P.U. definitivo)

Pilastrones de 1.50 m de diámetro colados en el lugar p.u.o.t. en viaducto III, con ademe metálico de 1.60 m de diámetro. (P.U. provisional autorizado, costo directo del P.U. presentado por la empresa)

Pilastrones de 1.50 m de diámetro colados en el lugar p.u.o.t. en Viaducto I. (P.U. provisional autorizado, costo directo del P.U. presentado por la empresa)

Pilastrones de 1.50 m de diámetro colados en el lugar p.u.o.t. en Viaducto II. (P.U. provisional autorizado, costo directo del P.U. presentado por la empresa)

Pilastrones de 1.50 m de diámetro colados en el lugar p.u.o.t. en Viaducto III. (P.U. provisional autorizado, costo directo del P.U. presentado por la empresa)

Pilastrones de 1.50 m de diámetro colados en el lugar p.u.o.t. en Viaducto III antes Viaducto IV. (P.U. provisional autorizado, costo directo del P.U. presentado por la empresa)

Estabilización de la capa de revestimiento (P.U. provisional autorizado, costo directo del P.U. presentado por la empresa)

Demolicion de Construcciones existentes a base de muros de tanbique y block, losas, cadenas y castillos de concreto armado, firmes y pisos de concreto por medios mecanicos, utilizando retroexcavadora CAT 315

Concreto hidráulico simple p.u.o.t. de f'c= 350 Kg/cm2 en: trabes presforzadas (incluye montaje de trabes con gruas)

Amacize manual de talud, retirando rocas sueltas de hasta 20 cms. de diámetro, no incluye retiro de material fuera de la obra.

Suministro y colocación de malla maccaferri sistema rock mesh b600 y malla retenedora, incluye: fletes, material, equipo y mano de obra.

Suministro instalación y colocación de barras de acero con capacidad de 17 toneladas a la tensión perforando con sistema de roto percusión autoperforante o convencional en barre nación de 3” de diámetro, de 12 mts. de longitud, a cada 3.6 mts en sentido vertical y horizontal.

Suministro instalación y colocación de barras de acero con capacidad de 17 toneladas a la tensión perforando con sistema de roto percusión autoperforante o convencional en barrenación de 3” de diámetro, de 6 mts de longitud, a cada 3.6 mts en sentido vertical y horizontal.

Tensado de anclas con equipo hidráulico a su capacidad de diseño de 17 toneladas incluye: materiales, mano de obra y equipo.

Construccion de Muelles 1 y 2 ubicados en el km 9+500. Derivado por interferencia de tuberia de agua potable localizada en el km 9+500, que cruza ele de proyecto y poder cumplir plazo de ejecucion. Según minuta de campo D-067 de fecha 14 de diciembre de 2010.

Construccion de Puente para cruzar trabes sobre tuberias de agua potable en el km 9+500. Derivado por interferencia de Tuberia de Agua potable localizada en el km 9+500 que cruza eje de proyecto y poder cumplir con fecha de terminacion de programada segun minuta de campo D-067 de fecha 14 de Diciembre de 2010

Excavación para estructuras de túnel en material Tipo C. Inc. Excavación vertical en talud y horizontal en piso, afine, limpieza, retiro del material producto de la excavación y transporte a cualquier distancia por PUOT.

Suministro de Bóveda y pico de flauta Techspan prefabricada tipo 11 x 10- para 4 m de carga de relleno y caídos. Inc. Suministro, almacenaje, derechos de patente y todo lo necesario PUOT. (Según cotización presentada).

Carga, transporte y montaje de Bóveda y picos de flauta Techspan prefabricada tipo 11x10 para 4 m de carga de relleno y caídos. Inc. Nivelación, apuntalamientos provisionales y todo lo necesario para su correcta ejecución PUOT. (Según cotización presentada).

Apoyo Fijo o Móvil a base de dos placas de acero de 29x39x30cm, Neopreno dureza Shore de 30x40x2.5cm, incluye; Cargo Directo por el costo de los materiales, ensaye de material, mano de obra, trazo, colocación, acarreos hasta el lugar de su utilización, limpieza, retiro de sobrantes, depreciación de herramienta y equipo.

Suministro y colocacion de mortero Fluido f´C=10 kg/cm2 entre boveda y corte del terreno, de acuerdo a proyecto, colocacion y todo lo necesario para su correcta ejecucion P.U.O.T.

Suministro y colocacion de Geodren en taludes para desalojo de filtraciones, de acuerdo a proyecto, colocacion y todo lo necesario para su correcta ejecucion

Reubicación de líneas de Agua potable y drenaje existentes en el tramo comprendido en el cadenamiento 7+920 y 8+025 que corresponde a un tramo del proyecto del desvío ferroviario y que cruza una zona urbana denominada punta grande en el municipio de Manzanillo, en virtud de que interfieren con los trabajos de dicho proyecto, incluye; construcción de red de agua potable, suministro e instalación de 180ml. de tubería de pvc hidráulico de 21/2" de diam. RD-26 y piezas especiales para entronques, excavaciones y rellenos; construcción de red de drenaje sanitario, suministro e instalación de 180ml de tubería de pvc sanitario de 8" de diam. construcción de pozos de visita completos, excavaciones y rellenos.

Extraccion de Material Producto de Derrumbes, no imputable al contratista con cualquier clase de material a cielo abierto.

Alcantarillas de Lamina Corrugada de Acero, alcantarilla anidable y seccionable de lamina cal. Ǿ=150 cm

Revestimiento de canal de alivio en obras de drenaje con concreto hidráulico f'c= 150 kg/cm2 colado en el lugar, reforzado con malla electrosoldada E66/66.

Retiro de material (turba) producto de bufamiento lateral generado por hundimientos en camino provisional en diferentes cadenamientos, aperturando caja y disposición final de material.

Muros de protección a base de gaviones rectangulares de malla metálica de triple torsión con alambre galvanizado clase III, calibre 12 reforzado con calibre 10 con escuadría 8 x 10 cm. De 0.5 x 1.0 x 2.0 m P.U.O.T.



OBRA:





PRECIO UNITARIO

212 EXT-068 LOTE 1.00 $1,169,466.77 $0.00 $0.00 $0.00 $0.00 $0.00

213 EXT-073 LOTE 1.00 $1,082,018.43 $0.00 $0.00 $0.00 $0.00 $0.00

217 EXT-036 M3 0.00 $5,098.12 $0.00 $0.00 $0.00 $0.00 $0.00

A CONEXION FINAL DE LIBRAMIENTO CON PATIO DE MANIOBRAS $0.00 $0.00

A01 TERRACERIAS (N.CTR.CAR.1.01) $0.00 $0.00

126 1 M3 27.00 $27.86 $0.00 $0.00 $0.00 $0.00 $0.00

127 2 M3 324.00 $49.18 $0.00 $0.00 $0.00 $0.00 $0.00

190 3 Plantilla de concreto f'c= 100 kgs/cm2, e= 10 cms. M3 270.00 $1,626.86 $0.00 $0.00 $0.00 $0.00 $0.00

225 4 Acero de refuerzo en zapata y muro de contencion, Fy= 4200 kgs/cm2 KG 19,043.00 $22.22 $0.00 $0.00 $0.00 $0.00 $0.00

185 5 Concreto F'c=250 kg/cm2 M3 216.00 $2,036.64 $0.00 $0.00 $0.00 $0.00 $0.00

A02 PRELIMINARES Y TERRACERIAS $0.00 $0.00

184 6 DESMONTE DE AREA DE TRABAJOS PUOT (E.P. 003) Ha 6,000.00 $10.92 $0.00 $0.00 $0.00 $0.00 $0.00

126 7 M3 2,146.00 $27.86 $0.00 $0.00 $0.00 $0.00 $0.00

127 8 EXCAVACION EN CORTE DEBAJO DE LA SUBRASANTE PUOT M3 646.00 $49.18 $0.00 $0.00 $0.00 $0.00 $0.00

131 9 M3 1,214.00 $210.10 $0.00 $0.00 $0.00 $0.00 $0.00

A03 MATERIALES VÍA FÉRREA $0.00 $0.00

138 10 PZA 323.00 $13,294.31 $0.00 $0.00 $0.00 $0.00 $0.00

141 11 PZA 2,864.00 $1,193.64 $0.00 $0.00 $0.00 $0.00 $0.00

140 12 JGO 2,864.00 $384.32 $0.00 $0.00 $0.00 $0.00 $0.00

145 13 PAR 323.00 $853.38 $0.00 $0.00 $0.00 $0.00 $0.00

149 14 SUMINISTRO Y COLOCACION DE JUEGO DE MADERA DEL No. 10, PUOT JGO 1.00 $70,674.95 $0.00 $0.00 $0.00 $0.00 $0.00

148 15 SUMINISTRO Y COLOCACION DE HERRAJE DEL No. 10, PUOT HERRAJE 1.00 $336,175.17 $0.00 $0.00 $0.00 $0.00 $0.00

136 16 M3 2297.00 $395.95 $0.00 $0.00 $0.00 $0.00 $0.00

147 17SUMINISTRO Y APLICACION DE SOLDADURA ALUMINOTERMICA, TIPO QP PUOT

KIT 323.00 $3,612.08 $0.00 $0.00 $0.00 $0.00 $189.00 $682,683.12

A04 TRABAJOS VÍA FÉRREA $0.00 $0.00

218 18 DESMANTELAMIENTO DE HERRAJE DE CAMBIO No. 10 HERRAJE 1.00 $12,363.93 $0.00 $0.00 $0.00 $0.00 $0.00

219 19 DEMOLICION DE CIMENTACION EXISTENTE DE BASCULA LOTE 1.00 $61,668.00 $0.00 $0.00 $0.00 $0.00 $0.00

150 20 ARMADO DE VIA PUOT M-VIA 1,919.00 $1,347.08 $0.00 $0.00 $0.00 $0.00 $0.00

151 21 ALINEAMIENTO Y NIVELACIÓN DE VIA EN FORMA MECANIZADA P.U.O.T M-VIA 1,855.00 $66.95 $0.00 $0.00 $0.00 $0.00 $0.00


154 23 LIBERACION DE ESFUERZOS DE VIA PUOT M-VIA 1,919.00 $127.78 $0.00 $0.00 $0.00 $0.00 $0.00

A05 DESMANTELAMIENTO DE VIA ELASTICA $0.00 $0.00

220 24 RECOBRO, CARGA, DESCARGA, CLASIFICACION Y ENTONGUE DE RIEL PZA 37.00 $552.63 $0.00 $0.00 $0.00 $0.00 $0.00

221 25RECOBRO, CARGA, DESCARGA, CLASIFICACION Y ENTONGUE DE FIJACION

JGO 367.00 $78.66 $0.00 $0.00 $0.00 $0.00 $0.00

222 26 PZA 367.00 $215.44 $0.00 $0.00 $0.00 $0.00 $0.00

223 27m3 2,200.0000

$24.38 $0.00 $0.00 $0.00 $0.00 $0.00

224 28 DESMANTELAMIENTO DE VÍA DE BASCULA LOTE 1.0000 $10,295.27 $0.00 $0.00 $0.00 $0.00 $0.00


226 30m3 0.000

$214.64 $0.00 $0.00 $0.00 $0.00 $0.00

VOLUMENES ADICIONALES

CAMINO PROVISIONAL


88 E.P.22 Geomalla biaxial BX - 1200 o similar, p.u.o.t. m2 40,892.40 $60.41 $0.00 $0.00 $0.00 $0.00 $0.00

89 E.P.23 Geotextil PIVYTEC GEO 350 o similar p.u.o.t., para evitar la filtración de finos m2 77,897.29 $38.28 $0.00 $0.00 $0.00 $0.00 $0.00

N-CTR-CAR-1-01-009/00 Terraplenes

90 E.P.19 Formación de Terraplén p.u.o.t, de arena compactado al 90% m3 126,175.97 $71.64 $0.00 $0.00 $0.00 $0.00 $0.00

91 E.P.20 Capa de grava. p.u.o.t. para revestimiento de camino m3 19,529.14 $401.29 $0.00 $0.00 $0.00 $0.00 $0.00

$0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $682,683.12

EJECTUTADO PROGRAMADO 425,749,631.25 34,075,310.87 154,156,724.99 194,203,403.80 5,373,645.89

TRAMO VII $354,240,047.45 19.98% 425,749,631.25 34,075,310.87 154,156,724.99 194,203,403.80 5,373,645.89

TRAMO VIII $34,420,876.80 1.94% EJEC. TOTAL $ 813,558,716.80 $836,782,298.10

TRAMO IX $154,156,724.99 8.69% agregar talas 40,529.84 Dato del Dia $ 1,602,587,052.35 AV. FISICO PROG. 90.39%

TRAMO X $310,804,691.37 17.53% corte 146,462.96 IMPORTE DEL CONTRATO $ 1,772,950,553.37 AV. FISICO EJEC. 45.89% 47.20%

O. AMBIENTAL $71,509,583.81 4.03% $ 1,649,647,572.27 AV, FINANCIERO PROG. 93.05%

$925,131,924.41 $ 1,644,622,611.03 AV, FINANCIERO EJEC. 92.76%

Trabajos de exploración y rescate de vestigios arqueológicos por parte del personal del INAH, comprendidos del 07 de junio al 28 de febrero de 2011, incluye; cargo por el costo de los materiales requeridos y mano de obra.

Extracción, Desarmado y botado de Draga, Incluye; Equipo, Mano de Obra y todo lo necesario para cruzar tubería de agua potable que cruza el eje de proyecto localizada en el km 9+500. Según minuta de campo D-067 de fecha 14 de diciembre de 2010

Concreto hidráulico simple P.U.O.T. f’c= 350 kg/cm2, en trabes presforzadas derivado de usar grúas de 300Ton en lugar de 200Ton. Consideradas en la propuesta por falta de capacidad de estas últimas.

DESPALMES Despalmes, desperdiciando el material, P.U.O.T. De cortes y desplante de terraplenes

CORTES Excavaciones, P.U.O.T. En cortes y adicionales abajo de la subrasante: Cuando el material se aproveche

DESPALMES Despalmes, desperdiciando el material, P.U.O.T. De cortes y desplante de terraplenes

SUMINISTRO, FORMACION Y COMPACTACION DE LA CAPA DE SUB-BALASTO COMPACTADOS AL 100 % DE SU PVSM PUOT

SUMINISTRO, DESCARGA Y DISTRIBUCION DE RIEL NUEVO DE 115 LBS/YDA DE 39' DE LONGITUD PUOT

SUMINISTRO, DESCARGA Y DISTRIBUCION DE DURMIENTE NUEVO DE CONCRETO TIPO I-84 PARA RIEL DE 115 LBS/YDA PUOT

SUMINISTRO Y COLOCACION DE JUEGO DE FIJACION RIEL-DURMIENTE DE CONCRETO TIPO RN PUOT

SUMINISTRO Y DISTRIBUCION DE PLANCHUELA PARA RIEL DE 115 LBS/YDA PUOT

SUMINISTRO Y DISTRIBUCION DE BALASTO BASALTICO TIPO 4A, SOBRE VIA PUOT

RECOBRO, CARGA, DESCARGA, CLASIFICACION Y ENTONGUE DE DURMIENTE DE CONCRETO

COMPACTACION AL 90 % DE LA CAMA DE LOS CORTES DEBAJO DE LA SUBRASANTE PUOT

SUMINISTRO, FORMACION Y COMPACTACION DE SUBRASANTE AL 100 % DE SU PVSM PUOT



E-7CONTRATO No. 9-F-DD-A-547-W-0-9

15 DE DICIEMBRE DE 2009

CONVENIO No. 9-F-DD-A-547-W-2-0

22 DE JULIO DE 2010

01 DE MARZO DE 2010

02 DE MAYO DE 2011

$2,027.20 $4,497,890.54

$665.34 $1,434,242.14

$4,688.27 $11,012,846.01

$315,936.16 $4,549,480.70

$197,842.50 $2,848,932.00

$1,146,373.65 $16,507,780.56

$3,160.00 $278,490.80

$98,810.56 $576,065.56

$12,133.83 $33,023,904.02

$165.61 $742,879.54

$14,316.30 $63,883,623.37

$1,377,448.95 $18,650,658.73

$2,963,237.64 $41,574,224.09

$4,428.00 $239,687.64

$761,520.28 $55,766,129.87

$104,832.50 $7,676,883.98

$128.79 $15,789.65

$1,431.00 $36,476.19

$383.50 $13,673,339.68

$382.00 $13,583,935.28

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$2,761.10 $5,765,370.08

$52,209.00 $3,153,945.69

$80,067.79 $3,064,995.00

$161,949.21 $11,602,041.40

$7,897.09 $3,169,023.25

$0.00 $0.00

SUMA ESTA HOJA $317,328,635.78

SUMA ACUMULADA $317,328,635.78

IMPORTE ($) EN MILES






22 DE JULIO DE 2010

01 DE MARZO DE 2010

02 DE MAYO DE 2011


$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$0.00

$16,349.00 $4,524,258.77

$1,600.00 $96,656.00

$1,600.00 $70,048.00








22 DE JULIO DE 2010

01 DE MARZO DE 2010

02 DE MAYO DE 2011


$0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

SUMA ESTA HOJA $0.00


SUMA ESTA HOJA $0.00


$357,039.86 $49,503,576.59



$0.00 $0.00

$187.00 $5,043,032.83

$0.00 $0.00

$0.00 $0.00

$3,050.00 $1,172,176.00

$3,101.00 $3,701,477.64

$1,068.00 $532,889.28

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$2,478.00 $3,338,064.24

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00



$0.87 $71,509,583.81








22 DE JULIO DE 2010

01 DE MARZO DE 2010

02 DE MAYO DE 2011


$0.00 HOJA 7 DE 8

$1.00 $180,336.13

$1.00 $345,565.93

$1.00 $226,708.93

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$13,560.80 $278,495,573.05

$0.00 $0.00

$25,480.00 $8,016,008.00

$80.00 $8,385.60

$46.00 $8,036.20

$30.00 $10,481.70

$14.00 $7,337.26

$6.00 $6,289.08

$1.00 $9,557,092.38

$1.00 $2,107,759.43

$1.00 $1,082,018.43

$2,978.10 $146,462.96

$1,751.92 $540,187.01

$15,405.87 $78,540,973.96

$379,279,216.05

$836,099,614.98

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00






22 DE JULIO DE 2010

01 DE MARZO DE 2010

02 DE MAYO DE 2011


$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$189.00 $682,683.12

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

$0.00 $0.00

SUMA ESTA HOJA $682,683.12


I.V.A. 16% $133,885,167.70

COSTO TOTAL $970,667,465.80

__________________________ CONSTRUCTORA.TRADECO INFRAESTRUCTURA

__________________________SUPERVISION EJECUTIVA

_____________________________DIRECCION EJECUTIVA DE OBRA.

FECHA

UNIDAD m

EJE

ELEMENTO

MATERIAL: CONCRETODIAMETRO RADIO

Area Transv LONGITUD (m) NUM LONG(m) LONG(m)

(m2) N.T.N Descabece

TRAMO VI APOYO 1 a 75APOYO N.1Pilas coladas en el lugar 1.5 0.75 1.77 -14.00 3.10 4.03 0.5 17.10 16.60 0.00 0.00

0.00 0.00 0.00APOYO N.2 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 0.58 0.5 20.30 19.80 0.00 0.00




0.00 0.00 0.00APOYO N.6 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 -0.06 0.5 20.30 19.80 0.00 0.00






0.00 0.00 0.00

OBRA: Construcción del desvío Ferroviario en el vaso II de la laguna de cuyutlán en Manzanillo, Col.

CONTRATISTA: TRADECO INFRAESTRUCTURA Y ASOCIADOS.

CONCEPTO: Pilastrones de 1.50 m de diametro colados en el lugar p.u.o.t.

Nivel de desplante

Nivel de primer colado

De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA




FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA

APOYO N.12 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 0.37 0.5 20.30 19.80 0.00 0.00







APOYO N.19Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 0.53 0.5 20.30 19.80 0.00 0.00





0.00 0.00 0.00




FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA

APOYO N.24 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 0.55 0.5 20.30 19.80 0.00 0.00












0.00 0.00 0.00




FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA

APOYO N.36 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 -0.10 0.5 20.30 19.80 0.00 0.00





0.00 0.00 0.00APOYO N. 41 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 0.72 0.5 20.30 19.80 0.00 0.00




0.00 0.00 0.00APOYO N. 45 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 -0.07 0.5 20.30 19.80 0.00 0.00



0.00 0.00 0.00




FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA

APOYO N. 48 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 -0.09 0.5 20.30 19.80 0.00 0.00







APOYO N. 55Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 0.53 0.5 20.30 19.80 0.00 0.00





0.00 0.00 0.00




FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA

APOYO N. 60 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 0.55 0.5 20.30 19.80 0.00 0.00












0.00 0.00 0.00




FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA

APOYO N. 72 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 -0.10 0.5 20.30 19.80 0.00 0.00






FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA

TRAMO VII APOYO 75 a 166APOYO N. 75 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 0.65 0.5 20.30 19.80 4.00 81.20 79.20

APOYO N. 76Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 0.63 0.5 20.30 19.80 4.00 81.20 79.20

0.00 0.00 0.00APOYO N. 77 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 0.72 0.5 20.30 19.80 4.00 81.20 79.20




0.00 0.00 0.00APOYO N. 81 0.00 0.00 0.00Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 -0.07 0.5 20.30 19.80 4.00 81.20 79.20









FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA
















FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA









APOYO N. 107Pilas coladas en el lugar 1.5 0.75 1.77 -19.00 1.30 -0.07 0.5 20.30 19.80 4.00 81.20 79.20







FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA
















FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA









Pilastron 7,217.16 MLConcreto 12,774.37 M3




FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA

TRAMO VIII APOYO 166-177APOYO N. 167Pilas coladas en el lugar 1.5 0.75 1.77 -12.00 3.04 3.50 0.5 15.04 14.54 4.00 60.16 58.16











Pilastron 616.60 MLConcreto 1,091.38 M3




FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA

TRAMO IX APOYO 177-221APOYO N. 178Pilas coladas en el lugar 1.5 0.75 1.77 -14.00 0.80 0.30 0.5 14.80 14.30 4.00 59.20 57.20














FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA
















FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA

TRAMO X APOYO 221-282APOYO N. 222Pilas coladas en el lugar 1.5 0.75 1.77 -14.00 0.20 0.75 0.5 14.20 13.70 4.00 56.80 54.80














FECHA

UNIDAD m

EJE

ELEMENTO







Nivel de desplante


De primer colado

Longitud efectiva

PILASTRONES (pzas)

DE PRIMER COLADO

TOTAL EFECTIVA













CARRETERA: LAGUNA CUYUTLAN 271 Apoyos OBRA : VIADUCTO III 270 TramosUBICACIÓN: 3+230.00-10+790 LONGITUD: 7560.0 m 4 PILAS/APOYO

MATERIAL: Longitud (m) Cantidad (m) Diametro No. Altura (m) Peso / ml PESO/ELEM Num Apoyos DEN. ACERO PESOTotalCLAVE: L1 L2 LPROM N1 N2 NPROM H1 H2 POR VAR. Kg (pzas) (Kg/ml) Kg

- INFRA-ESTRUCTURA

Acero de refuerzo de fy=4200Kg/cm2 TRAMO VIAPOYO 1 a 75

APOYO N.1VARS. A 16.6 25 12 16.60 9.0 3735.0 225.00 0.0VARS. B 4.76 122 5 16.6 1.57 911.7 54.92 0.0

APOYO N.2VARS. A 19.8 25 12 19.80 9.0 4455.0 225.00 0.0VARS. A1 12 25 12 12 9.0 2700.0 225.00 0.0VARS. B 4.76 147 5 19.8 1.57 1098.6 55.48 0.0











APOYO N. 13VARS. A 19.8 25 12 19.80 9.0 4455.0 225.00 0.0VARS. A1 12 25 12 12 9.0 2700.0 225.00 0.0VARS. B 4.76 147 5 19.8 1.57 1098.6 55.48 0.0

Suma parcial por hoja = 0.00



- INFRA-ESTRUCTURA


















- INFRA-ESTRUCTURA









TRAMO VI = 0.0



- INFRA-ESTRUCTURA

Acero de refuerzo de fy=4200Kg/cm2 TRAMO VIIAPOYO 76 a 166

APOYO N. 75VARS. A 19.8 25 12 19.80 9.0 4455.0 4 225.00 17820.0VARS. A1 12 25 12 12 9.0 2700.0 4 225.00 10800.0VARS. B 4.76 151 5 19.8 1.57 1126.6 4 56.90 4506.3











- INFRA-ESTRUCTURA











APOYO N. 92VARS. A 19.8 25 12 19.80 9.0 4455.0 4 225.00 17820.0VARS. A1 12 25 12 12 9.0 2700.0 4 225.00 10800.0VARS. B 4.76 146 5 19.8 1.57 1089.2 4 55.01 4356.9APOYO N. 93VARS. A 19.8 25 12 19.80 9.0 4455.0 4 225.00 17820.0VARS. A1 12 25 12 12 9.0 2700.0 4 225.00 10800.0VARS. B 4.76 146 5 19.8 1.57 1089.2 4 55.01 4356.9







- INFRA-ESTRUCTURA



















TRAMO VII= 3004594.55



- INFRA-ESTRUCTURA

Acero de refuerzo de fy=4200Kg/cm2 TRAMO VIIIAPOYO 167 A 177









APOYO N. 174VARS. A 14 25 12 14.00 9.0 3150.0 4 225.00 12600.0VARS. A1 12 25 12 12 9.0 2700.0 4 225.00 10800.0VARS. B 4.76 114 5 14 1.57 850.5 4 60.75 3401.8

APOYO N. 175VARS. A 14 25 12 14.00 9.0 3150.0 4 225.00 12600.0VARS. A1 12 25 12 12 9.0 2700.0 4 225.00 10800.0VARS. B 4.76 114 5 14 1.57 850.5 4 60.75 3401.8




TRAMO VIII= 291312.51



- INFRA-ESTRUCTURA

Acero de refuerzo de fy=4200Kg/cm2 TRAMO IXAPOYO 178 a 221

















- INFRA-ESTRUCTURA















- INFRA-ESTRUCTURA
















APOYO N. 217VARS. A 13.7 25 12 13.70 9.0 3082.5 4 225.00 12330.0VARS. A1 12 25 12 12 9.0 2700.0 4 225.00 10800.0



VARS. B 4.76 116 5 13.7 1.57 870.6 4 63.55 3482.5




- INFRA-ESTRUCTURA







TRAMO IX = 1224101.93



- INFRA-ESTRUCTURA

Acero de refuerzo de fy=4200Kg/cm2 TRAMO XAPOYO 222 a 271















APOYO N. 236VARS. A 11.7 25 12 11.70 9.0 2632.5 4 225.00 10530.0



VARS. A1 12 25 12 12 9.0 2700.0 4 225.00 10800.0VARS. B 4.76 101 5 11.7 1.57 751.1 4 64.19 3004.2




- INFRA-ESTRUCTURA



















- INFRA-ESTRUCTURA
















APOYO N. 279VARS. A 13.7 25 12 13.70 9.0 3082.5 4 225.00 12330.0



VARS. A1 12 25 12 12 9.0 2700.0 4 225.00 10800.0VARS. B 4.76 113 5 13.7 1.57 848.2 4 61.91 3392.8





TRAMO X = 1,620,212.29

Suma total de todos los tramos = 6,140,221.28


MATERIAL GROSOR LONGITUD DE CIRCUNFERENCIA AREA ALTURA DE ADEME PESO VOLUM VOL/ADEME P. ADEME/M PESO/ADEME NUM PESOCLAVE: A1 A2 A PROM L1 L2 L PROM (m2) A unitaria A Total kg/m3 (m3) Kg Kg (pzas) TOTAL

- INFRA-ESTRUCTURA TRAMO VIAPOYO 1 a 75

ACERO DE REFUERZO DE f`y=4200 Kg/cm2 DE ADEMES

Caballete No. 1ADEMES 0.01 4.71 0.04 9.10 18.2 7,850.00 0.4 352.4 3,206.4 2 6,412.8

Pilas 2 a 18ADEMES 0.01 4.71 0.04 11.30 768.4 7,850.00 0.5 352.4 3,981.6 68 270,746.7

Pilas 19 a 36ADEMES 0.01 4.71 0.04 11.30 813.6 7,850.00 0.5 352.4 3,981.6 72 286,672.9

Pilas 37 a 54

ADEMES 0.01 4.71 0.04 11.30 813.6 7,850.00 0.5 352.4 3,981.6 72 286,672.9

Pilas 55 a 72ADEMES 0.01 4.71 0.04 11.30 813.6 7,850.00 0.5 352.4 3,981.6 72 286,672.9

Pilas 73 a 75ADEMES 0.01 4.71 0.04 11.30 135.60 7,850.00 0.5 352.4 3,981.6 12 47,778.8

L. Parcial 3,363.00 Peso parcial 1,184,957.13

Longitud total por tramo VI 3,363.00 Peso total por tramo VI 1,184,957.13



- INFRA-ESTRUCTURA TRAMO VIIAPOYO 76 a 166


Pilas 76 a 90ADEMES 0.01 4.71 0.04 11.30 678 7,850.00 0.5 352.4 3,981.6 60 238,894.1

Pilas 91 a 108ADEMES 0.01 4.71 0.04 11.30 813.6 7,850.00 0.5 352.4 3,981.6 72 286,672.9

Pilas 109 a 126ADEMES 0.01 4.71 0.04 11.30 813.6 7,850.00 0.5 352.4 3,981.6 72 286,672.9

Pilas 127 a 144ADEMES 0.01 4.71 0.04 11.30 813.6 7,850.00 0.5 352.4 3,981.6 72 286,672.9

Pilas 145 a 150ADEMES 0.01 4.71 0.04 11.30 271.2 7,850.00 0.5 352.4 3,981.6 24 95,557.6

Pilas 151 a 158ADEMES 0.01 4.71 0.04 10.30 329.6 7,850.00 0.5 352.4 3,629.2 32 116,135.0

Pilas159 a 162ADEMES 0.01 4.71 0.04 12.80 51.2 7,850.00 0.6 352.4 4,510.1 4 18,040.4

Pilas 163 a 165ADEMES 0.01 4.71 0.04 12.70 152.4 7,850.00 0.6 352.4 4,474.9 12 53,698.3

Pilas 166ADEMES 0.01 4.71 0.04 0 7,850.00 0.0 0.0 4 0.0

L. Parcial 3,923.20 P Total 1,382,344.28

Longitud total por tramo VII 3,923.20 Peso total por tramo VII 1,382,344.28



- INFRA-ESTRUCTURA TRAMO VIIIAPOYO 167 A 177


Pilas 167 a 176ADEMES 0.01 4.71 0.04 0.00 0 7,850.00 0.0 0.0 0.0 44 0.0

Pilas 177ADEMES 0.01 4.71 0.04 7.50 30 7,850.00 0.3 0.0 2,642.6 4 10,570.5

L. Parcial 30.00 P Total 10,570.54

Longitud total por tramo VIII 30.00 Peso total por tramo VIII 10,570.54



- INFRA-ESTRUCTURA TRAMO IXAPOYO 178 A 221

ACERO DE REFUERZO DE f`y=4200 Kg/cm2 EN PILASTROS

Pilas 178 a 179ADEMES 0.01 4.71 0.04 7.50 60 7,850.00 0.3 352.4 2,642.6 8 21,141.1

Pilas 180ADEMES 0.01 4.71 0.04 7.78 31.12 7,850.00 0.3 352.4 2,741.3 4 10,965.2

Pilas 181 a 183ADEMES 0.01 4.71 0.04 8.80 105.6 7,850.00 0.4 352.4 3,100.7 12 37,208.3

Pilas 184ADEMES 0.01 4.71 0.04 8.68 34.72 7,850.00 0.4 352.4 3,058.4 4 12,233.6

Pilas 185 a 187ADEMES 0.01 4.71 0.04 11.50 138 7,850.00 0.5 352.4 4,052.0 12 48,624.5

Pilas 188ADEMES 0.01 4.71 0.04 11.00 44 7,850.00 0.5 352.4 3,875.9 4 15,503.5

Pilas 189ADEMES 0.01 4.71 0.04 10.50 42 7,850.00 0.5 352.4 3,699.7 4 14,798.8

Pilas 190ADEMES 0.01 4.71 0.04 10.00 40 7,850.00 0.4 352.4 3,523.5 4 14,094.0

Pilas 191ADEMES 0.01 4.71 0.04 9.50 38 7,850.00 0.4 352.4 3,347.3 4 13,389.3

Pilas 192ADEMES 0.01 4.71 0.04 9.00 36 7,850.00 0.4 352.4 3,171.2 4 12,684.6

Pilas 193 a 198ADEMES 0.01 4.71 0.04 8.70 208.8 7,850.00 0.4 352.4 3,065.5 24 73,570.9

Pilas 199ADEMES 0.01 4.71 0.04 7.72 30.88 7,850.00 0.3 352.4 2,720.2 4 10,880.6

Pilas 200



ADEMES 0.01 4.71 0.04 7.63 30.52 7,850.00 0.3 352.4 2,688.4 4 10,753.8

L. Parcial 839.64 P Total 295,848.17





Pilas 201ADEMES 0.01 4.71 0.04 7.70 30.8 7,850.00 0.3 352.4 2,713.1 4 10,852.4

Pilas 202ADEMES 0.01 4.71 0.04 7.80 31.2 7,850.00 0.4 352.4 2,748.3 4 10,993.4






Pilas 203ADEMES 0.01 4.71 0.04 7.81 31.24 7,850.00 0.4 352.4 2,751.9 4 11,007.5

Pilas 204ADEMES 0.01 4.71 0.04 7.87 31.48 7,850.00 0.4 352.4 2,773.0 4 11,092.0

Pilas 204ADEMES 0.01 4.71 0.04 7.87 31.48 7,850.00 0.4 352.4 2,773.0 4 11,092.0

Pilas 205ADEMES 0.01 4.71 0.04 7.89 31.56 7,850.00 0.4 352.4 2,780.1 4 11,120.2

Pilas 206ADEMES 0.01 4.71 0.04 7.92 31.68 7,850.00 0.4 352.4 2,790.6 4 11,162.5

Pilas 207ADEMES 0.01 4.71 0.04 7.94 31.76 7,850.00 0.4 352.4 2,797.7 4 11,190.7

Pilas 208ADEMES 0.01 4.71 0.04 7.99 31.96 7,850.00 0.4 352.4 2,815.3 4 11,261.1

Pilas 209ADEMES 0.01 4.71 0.04 8.04 32.16 7,850.00 0.4 352.4 2,832.9 4 11,331.6




- INFRA-ESTRUCTURA

TRAMO IXACERO DE REFUERZO DE f`y=4200 Kg/cm2 EN PILASTROS APOYO 178 A 221

Pilas 210ADEMES 0.01 4.71 0.04 7.99 31.96 7,850.00 0.4 352.4 2,815.3 4 11,261.1

Pilas 211ADEMES 0.01 4.71 0.04 7.98 31.92 7,850.00 0.4 352.4 2,811.8 4 11,247.1

Pilas 212ADEMES 0.01 4.71 0.04 7.99 31.96 7,850.00 0.4 352.4 2,815.3 4 11,261.1

Pilas 213ADEMES 0.01 4.71 0.04 8.02 32.08 7,850.00 0.4 352.4 2,825.9 4 11,303.4

Pilas 214ADEMES 0.01 4.71 0.04 8.05 32.2 7,850.00 0.4 352.4 2,836.4 4 11,345.7

Pilas 215ADEMES 0.01 4.71 0.04 8.08 32.32 7,850.00 0.4 352.4 2,847.0 4 11,388.0

Pilas 216ADEMES 0.01 4.71 0.04 8.04 32.16 7,850.00 0.4 352.4 2,832.9 4 11,331.6

Pilas 217ADEMES 0.01 4.71 0.04 7.52 30.08 7,850.00 0.3 352.4 2,649.7 4 10,598.7

Pilas 218ADEMES 0.01 4.71 0.04 7.51 30.04 7,850.00 0.3 352.4 2,646.2 4 10,584.6

Pilas 219ADEMES 0.01 4.71 0.04 7.71 30.84 7,850.00 0.3 352.4 2,716.6 4 10,866.5

Pilas 220ADEMES 0.01 4.71 0.04 7.66 30.64 7,850.00 0.3 352.4 2,699.0 4 10,796.0

Pilas 221ADEMES 0.01 4.71 0.04 6.98 27.92 7,850.00 0.3 352.4 2,459.4 4 9,837.6

L. Parcial 374.12 P Total 131,821.64

Longitud total por tramo IX 1,529.08 Peso total por tramo IX 538,773.20



- INFRA-ESTRUCTURA TRAMO XAPOYO 222 a 271


Pilas 222ADEMES 0.01 4.71 0.04 7.03 28.12 7,850.00 0.3 352.4 2,477.0 4 9,908.1

Pilas 223ADEMES 0.01 4.71 0.04 7.24 28.96 7,850.00 0.3 352.4 2,551.0 4 10,204.1

Pilas 224ADEMES 0.01 4.71 0.04 7.65 30.6 7,850.00 0.3 352.4 2,695.5 4 10,781.9

Pilas 225ADEMES 0.01 4.71 0.04 7.85 31.4 7,850.00 0.4 352.4 2,766.0 4 11,063.8

Pilas 226ADEMES 0.01 4.71 0.04 7.78 31.12 7,850.00 0.3 352.4 2,741.3 4 10,965.2

Pilas 227ADEMES 0.01 4.71 0.04 6.24 24.96 7,850.00 0.3 352.4 2,198.7 4 8,794.7

Pilas 228ADEMES 0.01 4.71 0.04 6.67 26.68 7,850.00 0.3 352.4 2,350.2 4 9,400.7

Pilas 229ADEMES 0.01 4.71 0.04 6.70 26.8 7,850.00 0.3 352.4 2,360.8 4 9,443.0

Pilas 230ADEMES 0.01 4.71 0.04 6.73 26.92 7,850.00 0.3 352.4 2,371.3 4 9,485.3

Pilas 231ADEMES 0.01 4.71 0.04 6.63 26.52 7,850.00 0.3 352.4 2,336.1 4 9,344.4

Pilas 232ADEMES 0.01 4.71 0.04 6.57 26.28 7,850.00 0.3 352.4 2,314.9 4 9,259.8

Pilas 233ADEMES 0.01 4.71 0.04 6.79 27.16 7,850.00 0.3 352.4 2,392.5 4 9,569.9

Pilas 234



ADEMES 0.01 4.71 0.04 7.00 28 7,850.00 0.3 352.4 2,466.5 4 9,865.8

L. Parcial 363.52 P Total 128,086.71





Pilas 235ADEMES 0.01 4.71 0.04 7.48 29.92 7,850.00 0.3 352.4 2,635.6 4 10,542.3

Pilas 236ADEMES 0.01 4.71 0.04 7.75 31 7,850.00 0.3 352.4 2,730.7 4 10,922.9

Pilas 237ADEMES 0.01 4.71 0.04 7.85 31.4 7,850.00 0.4 352.4 2,766.0 4 11,063.8

Pilas 238ADEMES 0.01 4.71 0.04 7.93 31.72 7,850.00 0.4 352.4 2,794.1 4 11,176.6

Pilas 239ADEMES 0.01 4.71 0.04 8.04 32.16 7,850.00 0.4 352.4 2,832.9 4 11,331.6

Pilas 240ADEMES 0.01 4.71 0.04 8.25 33 7,850.00 0.4 352.4 2,906.9 4 11,627.6

Pilas 241ADEMES 0.01 4.71 0.04 8.18 32.72 7,850.00 0.4 352.4 2,882.2 4 11,528.9

Pilas 242ADEMES 0.01 4.71 0.04 8.04 32.16 7,850.00 0.4 352.4 2,832.9 4 11,331.6

Pilas 243ADEMES 0.01 4.71 0.04 8.12 32.48 7,850.00 0.4 352.4 2,861.1 4 11,444.4

Pilas 244ADEMES 0.01 4.71 0.04 8.15 32.6 7,850.00 0.4 352.4 2,871.7 4 11,486.6

Pilas 245ADEMES 0.01 4.71 0.04 8.18 32.72 7,850.00 0.4 352.4 2,882.2 4 11,528.9

Pilas 246ADEMES 0.01 4.71 0.04 8.15 32.6 7,850.00 0.4 352.4 2,871.7 4 11,486.6

L. Parcial 384.48 P Total 135,471.99





Pilas 247ADEMES 0.01 4.71 0.04 8.11 32.44 7,850.00 0.4 352.4 2,857.6 4 11,430.3

Pilas 248ADEMES 0.01 4.71 0.04 7.99 31.96 7,850.00 0.4 352.4 2,815.3 4 11,261.1

Pilas 249ADEMES 0.01 4.71 0.04 7.96 31.84 7,850.00 0.4 352.4 2,804.7 4 11,218.9

Pilas 250ADEMES 0.01 4.71 0.04 7.99 31.96 7,850.00 0.4 352.4 2,815.3 4 11,261.1

Pilas 251ADEMES 0.01 4.71 0.04 8.00 32 7,850.00 0.4 352.4 2,818.8 4 11,275.2

Pilas 252ADEMES 0.01 4.71 0.04 7.98 31.92 7,850.00 0.4 352.4 2,811.8 4 11,247.1

Pilas 253ADEMES 0.01 4.71 0.04 8.00 32 7,850.00 0.4 352.4 2,818.8 4 11,275.2

Pilas 254ADEMES 0.01 4.71 0.04 7.97 31.88 7,850.00 0.4 352.4 2,808.2 4 11,233.0

Pilas 255ADEMES 0.01 4.71 0.04 7.88 31.52 7,850.00 0.4 352.4 2,776.5 4 11,106.1

Pilas 256ADEMES 0.01 4.71 0.04 7.85 31.4 7,850.00 0.4 352.4 2,766.0 4 11,063.8

Pilas 257ADEMES 0.01 4.71 0.04 7.74 30.96 7,850.00 0.3 352.4 2,727.2 4 10,908.8

Pilas 258ADEMES 0.01 4.71 0.04 7.81 31.24 7,850.00 0.4 352.4 2,751.9 4 11,007.5

L. Parcial 381.12 P Total 134,288.09





Pilas 259ADEMES 0.01 4.71 0.04 7.80 31.2 7,850.00 0.4 352.4 2,748.3 4 10,993.4

Pilas 260ADEMES 0.01 4.71 0.04 7.78 31.12 7,850.00 0.3 352.4 2,741.3 4 10,965.2

Pilas 261ADEMES 0.01 4.71 0.04 7.84 31.36 7,850.00 0.4 352.4 2,762.4 4 11,049.7

Pilas 262ADEMES 0.01 4.71 0.04 7.78 31.12 7,850.00 0.3 352.4 2,741.3 4 10,965.2

Pilas 263ADEMES 0.01 4.71 0.04 7.78 31.12 7,850.00 0.3 352.4 2,741.3 4 10,965.2

Pilas 264ADEMES 0.01 4.71 0.04 7.79 31.16 7,850.00 0.3 352.4 2,744.8 4 10,979.3

Pilas 265ADEMES 0.01 4.71 0.04 7.91 31.64 7,850.00 0.4 352.4 2,787.1 4 11,148.4

Pilas 266ADEMES 0.01 4.71 0.04 8.06 40.3 7,850.00 0.4 352.4 2,840.0 5 14,199.8

Pilas 267ADEMES 0.01 4.71 0.04 8.08 48.48 7,850.00 0.4 352.4 2,847.0 6 17,082.0

Pilas 268ADEMES 0.01 4.71 0.04 8.06 48.36 7,850.00 0.4 352.4 2,840.0 6 17,039.7

Pilas 269ADEMES 0.01 4.71 0.04 9.09 81.81 7,850.00 0.4 352.4 3,202.9 9 28,825.9

Pilas 270ADEMES 0.01 4.71 0.04 9.10 36.4 7,850.00 0.4 352.4 3,206.4 4 12,825.6

Pilas 271ADEMES 0.01 4.71 0.04 9.11 36.44 7,850.00 0.4 352.4 3,209.9 4 12,839.7



L. Parcial 510.51 P Total 179,878.82

TRAMO X 1,639.63 TRAMO X 577,725.62

L. Parcial 10,484.91 P Total 3,694,370.77

__________________________CONSTRUCTORA.TRADECO INFRAESTRUCTURA

___________________________SUPERVISION EJECUTIVA __________________________

DIRECCION EJECUTIVA DE OBRA

FECHA

OBRA: Construcción del desvío Ferroviario en el vaso II de la laguna de cuyutlán en Manzanillo, Col. UNIDAD m3

Contratista: TRADECO INFRAESTRUCTURA Y ASOCIADOS. EJE

CONCEPTO: Concreto hidráulico p.u.o.t. de f'c= 300 Kg/cm2 en: Columnas de Pilas de Ø = 1.50 m ELEMENTO


Area Transv LONGITUD (m) VOL/ELEM NUM LONG(m) VOL. (m3)CLAVE: (m2) Long. Col. (m3) (pzas) TOTAL TOTAL

TRAMO VIAPOYO N.1

Columnas coladas en el lugar 1.5 0.75 1.77 0.50 0.9 2.00 1.80 1.80

APOYO N.2


APOYO N.3


APOYO N.4


APOYO N.5


APOYO N.6


APOYO N.7


APOYO N.8


APOYO N.9


APOYO N.10





FECHA






APOYO N.11


APOYO N.12


APOYO N.13


APOYO N.14


APOYO N.15


APOYO N.16


APOYO N.17


APOYO N.18


APOYO N.19


APOYO N.20


APOYO N.21


APOYO N.22





FECHA






APOYO N.23


APOYO N.24


APOYO N.25


APOYO N.26


APOYO N.27


APOYO N.28


APOYO N.29


APOYO N.30


APOYO N.31





FECHA






APOYO N.32


APOYO N.33


APOYO N.34


APOYO N.35


APOYO N.36


APOYO N.37


APOYO N.38


APOYO N.39


APOYO N.40


APOYO N. 41


APOYO N. 42


APOYO N. 43


APOYO N. 44


APOYO N. 45





FECHA






APOYO N. 46


APOYO N. 47


APOYO N. 48


APOYO N. 49


APOYO N. 50


APOYO N. 51


APOYO N. 52





FECHA






APOYO N. 53


APOYO N. 54


APOYO N. 55


APOYO N. 56


APOYO N. 57


APOYO N. 58


APOYO N. 59


APOYO N. 60


APOYO N. 61


APOYO N. 62Columnas coladas en el lugar 1.5 0.75 1.77 2.30 4.1 4.00 16.40 16.40

APOYO N. 63





FECHA






APOYO N. 64


APOYO N. 65


APOYO N. 66


APOYO N. 67


APOYO N. 68


APOYO N. 69


APOYO N. 70


APOYO N. 71


APOYO N. 72


APOYO N. 73


APOYO N. 74





FECHA






TRAMO VIIAPOYO N. 75


APOYO N. 76


APOYO N. 77


APOYO N. 78


APOYO N. 79


APOYO N. 80


APOYO N. 81


APOYO N. 82


APOYO N. 83


APOYO N. 84





FECHA






APOYO N. 85


APOYO N. 86


APOYO N. 87


APOYO N. 88


APOYO N. 89


APOYO N. 90


APOYO N. 91


APOYO N. 92


APOYO N. 93


APOYO N. 94


APOYO N. 95


APOYO N. 96


APOYO N. 97


APOYO N. 98





FECHA






APOYO N. 99


APOYO N. 100


APOYO N. 101


APOYO N. 102


APOYO N. 103


APOYO N. 104


APOYO N. 105


APOYO N. 106


APOYO N. 107


APOYO N. 108


APOYO N. 109


APOYO N. 110


APOYO N. 111


APOYO N. 112




FECHA







APOYO N. 113


APOYO N. 114


APOYO N. 115


APOYO N. 116


APOYO N. 117


APOYO N. 118


APOYO N. 119


APOYO N. 120


APOYO N. 121


APOYO N. 122


APOYO N. 123


APOYO N. 124


APOYO N. 125





FECHA






APOYO N. 126


APOYO N. 127


APOYO N. 128


APOYO N. 129


APOYO N. 130


APOYO N. 131


APOYO N. 132


APOYO N. 133


APOYO N. 134


APOYO N. 135


APOYO N. 136


APOYO N. 137


APOYO N. 138


APOYO N. 139





FECHA






APOYO N. 140


APOYO N. 141


APOYO N. 142





FECHA






APOYO N. 143


APOYO N. 144


APOYO N. 145


APOYO N. 146


APOYO N. 147


APOYO N. 148


APOYO N. 149


APOYO N. 150


APOYO N. 151


APOYO N. 152


APOYO N. 153


APOYO N. 154





FECHA






APOYO N. 155


APOYO N. 156


APOYO N. 157


APOYO N. 158


APOYO N. 159


APOYO N. 160


APOYO N. 161


APOYO N. 162


APOYO N. 163


APOYO N. 164


APOYO N. 165


APOYO N. 166





FECHA






TOTAL 1,503.60 M3

###

TRAMO VIIIAPOYO N. 167


APOYO N. 168


APOYO N. 169


APOYO N. 170


APOYO N. 171


APOYO N. 172


APOYO N. 173


APOYO N. 174


APOYO N. 175


APOYO N. 176






FECHA






TOTAL 94.40 M3

###

TRAMO IXAPOYO N. 178


APOYO N. 179


APOYO N. 180


APOYO N. 181


APOYO N. 182


APOYO N. 183


APOYO N. 184


APOYO N. 185


APOYO N. 186


APOYO N. 187


APOYO N. 188


APOYO N. 189





FECHA






APOYO N. 190


APOYO N. 191


APOYO N. 192


APOYO N. 193



APOYO N. 195


APOYO N. 196


APOYO N. 197


APOYO N. 198


APOYO N. 199


APOYO N. 200


APOYO N. 201


APOYO N. 202


APOYO N. 203





FECHA






APOYO N. 204


APOYO N. 205


APOYO N. 206


APOYO N. 207


APOYO N. 208


APOYO N. 209


APOYO N. 210


APOYO N. 211


APOYO N. 212


APOYO N. 213


APOYO N. 214


APOYO N. 215


APOYO N. 216


APOYO N. 217




FECHA







APOYO N. 218


APOYO N. 219


APOYO N. 220


APOYO N. 221





FECHA






TOTAL 198.80 M3

TRAMO XAPOYO N. 221


APOYO N. 222


APOYO N. 223


APOYO N. 224


APOYO N. 225


APOYO N. 226


APOYO N. 227


APOYO N. 228


APOYO N. 229


APOYO N. 230


APOYO N. 231


APOYO N. 232


APOYO N. 233




FECHA







APOYO N. 234


APOYO N. 235


APOYO N. 236


APOYO N. 237


APOYO N. 238


APOYO N. 239


APOYO N. 240


APOYO N. 241


APOYO N. 242


APOYO N. 243


APOYO N. 244


APOYO N. 245


APOYO N. 246





FECHA






APOYO N. 247


APOYO N. 248


APOYO N. 249


APOYO N. 250


APOYO N. 251


APOYO N. 252


APOYO N. 253


APOYO N. 254


APOYO N. 255


APOYO N. 256


APOYO N. 257


APOYO N. 258


APOYO N. 259


APOYO N. 260





FECHA






APOYO N. 261


APOYO N. 262


APOYO N. 263


APOYO N. 264


APOYO N. 265


APOYO N. 266


APOYO N. 267


APOYO N. 268


APOYO N. 269


APOYO N. 270


APOYO N. 271


APOYO N. 272


APOYO N. 273


APOYO N. 274




FECHA







APOYO N. 275


APOYO N. 276


APOYO N. 277


APOYO N. 278


APOYO N. 279


APOYO N. 280


APOYO N. 281


APOYO N. 282


TOTAL 230.40 M3

__________________________CONSTRUCTURATRADECO INFRAESTRUCTURA


__________________________DIRECCION EJECUTIVA

FECHA

OBRA: Construcción del desvío Ferroviario en el vaso II de la laguna de cuyutlán en Manzanillo, C UNIDAD Kg


CONCEPTO: Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Columnas de Pilas de Ø = 1.50 m ELEMENTO

MATERIAL: CONCRETO DIAMETRO DE VAR. LONGITUD PESO VAR. UD. NUM PESO NUM VolumenCLAVE: (ml) Vars Col (pzas) TOTAL

TRAMO VIAPOYO No. 1VARS A 0.50 8.938 kg/m 25 111.70 2 223.40VARS B 4.76 1.557 kg/m 5 37.10 2 74.20

APOYO No. 2VARS A 2.30 8.938 kg/m 25 513.90 4 2055.60VARS B 4.76 1.557 kg/m 17 126.00 4 504.00






f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA













f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA


















APOYO No. 37

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA





VARS A 2.30 8.938 kg/m 25 513.90 4 2055.60VARS B 4.76 1.557 kg/m 17 126.00 4 504.00














f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA


















APOYO No. 64

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA
















f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA





TRAMO VIIAPOYO No. 75VARS A 2.30 8.938 kg/m 25 513.94 360 185018.40VARS B 4.76 1.557 kg/m 17 119.29 360 42944.40

APOYO No. 76VARS A 2.30 8.938 kg/m 25 513.90 0.00VARS B 4.76 1.557 kg/m 17 126.00 0.00







f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA


















APOYO No. 96

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA





VARS A 2.30 8.938 kg/m 25 513.90 0.00VARS B 4.76 1.557 kg/m 17 126.00 0.00














f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA


















APOYO No. 123

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA



















f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA


















APOYO No. 150

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA

















APOYO No. 162VARS A 2.30 8.938 kg/m 25 513.90 0.00

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2")




FECHA





VARS B 4.76 1.557 kg/m 17 126.00 0.00





f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA





TRAMO VIII












f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA





TRAMO IXAPOYO No. 178VARS A 1.65 8.938 kg/m 25 368.70 4 1474.80VARS B 4.51 1.557 kg/m 13 91.20 4 364.80













APOYO No. 191

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA



















f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA













APOYO No. 213VARS A 0.50 8.938 kg/m 25 111.70 4 446.80

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2")




FECHA





VARS B 4.51 1.557 kg/m 5 35.10 4 140.40









f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA





TRAMO XAPOYO No. 222VARS A 0.50 8.938 kg/m 25 111.70 4 446.80VARS B 4.76 1.557 kg/m 5 37.10 4 148.40













f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA



















f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2")




FECHA





VARS B 4.76 1.557 kg/m 5 37.10 4 148.40














f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")




FECHA



















f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2")




FECHA





VARS B 4.76 1.557 kg/m 5 37.10 4 148.40








f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

__________________________CONSTRUCTORA TRADECO INFRAESTRUCTURA


__________________________DIRECCION EJECUTIVA DE OBRA


FECHA

UNIDAD m3


CONCEPTO: Concreto hidráulico p.u.o.t. De f'c= 350 Kg/cm2 en: Cabezales, Bancos y Topes Antisísmicos CANTIDAD

CONCEPTO: Concreto hidráulico p.u.o.t. de f'c= 300 Kg/cm2 en: Travesaños CANTIDAD

MATERIAL ANCHO LONGITUD AREA ALTURA VOL NUM VOLCLAVE: A1 L1 L2 (m2) LONG (m3) (pzas) TOTAL

TRAMO VIAPOYO 1 a 74

Caballete No. 1 A)CABEZAL(1er colado) 0.60 9.20 5.52 1.20 6.62 1 6.6

0.89 1.20 1.07 2 2.1

D)BCOS. (2do colado) 1.50 Radio= 0.75 1.77 0.70 1.24 2 2.5

E)TOPE ANTISISMICO (2do colado) 0.60 0.58 0.35 1.10 0.38 2 0.8SUMA = 12.0

Pila N.2 a Pila N.75

C)CABEZAL(1er colado) 0.60 9.20 5.52 1.20 6.62 2 13.2

0.89 1.20 1.07 4 4.3


E)TOPE ANTISISMICO (2do colado) 0.60 0.58 0.35 1.10 0.38 4 1.5

TRAVESAÑOS SUMA POR PILA= 24.0CONCRETO DE F´C = 300KG/CM2

G)TRAVESAÑO 0.60 2.55 1.53 1.20 1.84 2 3.7

SUMA = 3.7

B)BOCS PROPORCIONAL AL CABEZAL (1er colado)





FECHA

UNIDAD m3





TRAMO VIIAPOYO 75 a 166

Pila N.75 a Pila N.166CONCRETO DE F´C = 350KG/CM2


0.89 1.20 1.07 4 4.3



SUMA POR PILA= 24.0EJES 92.00

CONCRETO 2208

TRAVESAÑOSCONCRETO DE F´C = 300KG/CM2

G)TRAVESAÑO 0.60 2.55 1.53 1.20 1.84 2 3.67

SUMA = 3.67EJES 92CONCRETO 337.82





FECHA

UNIDAD m3





TRAMO VIIIAPOYO 167-177



0.89 1.20 1.07 4 4.3



SUMA POR PILA= 22.5EJES 10

TRAVESAÑOS CONCRETO 225CONCRETO DE F´C = 300KG/CM2

G)TRAVESAÑO 0.60 2.55 1.53 1.20 1.84 2 3.7

SUMA = 3.7EJES 10.00CONCRETO 37





FECHA

UNIDAD m3





TRAMO IXAPOYO 178-221



0.89 1.20 1.07 4 4.3



SUMA POR PILA= 22.5EJES 6.00

TRAVESAÑOS CONCRETO 145CONCRETO DE F´C = 300KG/CM2

G)TRAVESAÑO 0.60 2.55 1.53 1.20 1.84 2 3.7

SUMA = 3.7EJES 44CONCRETO 162





FECHA

UNIDAD m3





TRAMO XAPOYO 222-282

Pila N.222 a Pila N.249Pila N.253 a Pila N.261Pila N.265 a Pila N.281 C)CABEZAL(1er colado) 0.60 9.20 5.52 1.20 6.62 2 13.2

0.89 1.20 1.07 4 4.3



SUMA POR PILA= 24.035.0

840.6


G)TRAVESAÑO 0.60 2.55 1.53 1.20 1.84 2 3.7

SUMA = 3.735.0

128.5Caballete No. 282 A)CABEZAL(1er colado) 0.60 9.20 5.52 1.20 6.62 1 6.6

0.89 1.20 1.07 2 2.1


E)TOPE ANTISISMICO (2do colado) 0.60 0.58 0.35 1.10 0.38 2 0.8SUMA = 12.0EJES 19.0






FECHA

UNIDAD m3





CONCRETO 228.2




FECHA

UNIDAD m3








FECHA

UNIDAD m3





TRAMO XAPOYO 250

Pila N.250CONCRETO DE F´C = 350KG/CM2

C)CABEZAL 1 (1er colado) 0.60 9.56 5.74 1.20 6.89 1 6.9 C)CABEZAL 2 (1er colado) 0.60 9.80 5.88 2.20 12.93 1 12.9

0.89 1.20 1.07 4 4.3



SUMA POR PILA= 30.6

0.0


G)TRAVESAÑO 0.60 2.55 1.53 1.20 1.84 2 3.7

SUMA = 3.7

0.0





FECHA

UNIDAD m3





TRAMO XAPOYO 251



0.89 1.20 1.07 4 4.3



SUMA POR PILA= 36.3

0.0


G)TRAVESAÑO 0.60 2.55 1.53 1.20 1.84 2 3.7

SUMA = 3.7

0.0





FECHA

UNIDAD m3





TRAMO XAPOYO 252



0.89 1.20 1.07 6 6.4



SUMA POR PILA= 53.0

0.0


G)TRAVESAÑO 0.60 2.55 1.53 1.20 1.84 2 3.7

SUMA = 3.7

0.0





FECHA

UNIDAD m3





TRAMO XAPOYO 262



0.89 1.20 1.07 8 8.6



SUMA POR PILA= 62.2

TRAVESAÑOS 0.0CONCRETO DE F´C = 300KG/CM2

G)TRAVESAÑO 0.60 2.55 1.53 1.20 1.84 4 7.3

SUMA = 7.3

0.0





FECHA

UNIDAD m3





TRAMO XAPOYO 263



0.89 1.20 1.07 4 4.3



SUMA POR PILA= 38.7


G)TRAVESAÑO 0.60 2.55 1.53 1.20 1.84 2 3.7

SUMA = 3.7

0.0





FECHA

UNIDAD m3





TRAMO XAPOYO 264



0.89 1.20 1.07 4 4.3



SUMA POR PILA= 31.2


G)TRAVESAÑO 0.60 2.55 1.53 1.20 1.84 2 3.7

SUMA = 3.7

0.0


__________________________CONSTRUCTORATRADECO INFRAESTRUCTURA


_________________________DIRECCION EJECUTIVA DE OBRA

FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD

MATERIAL LONGITUD DE VAR. PESO VAR. UD. NUM PESOCLAVE: (m) (ml) (pzas) TOTAL(Kg)

- SUB-ESTRUCTURA TRAMO VIAPOYOS 1 AL 75

CABALLETE N.1

ANCLAJESVARS A 1.17 0.556 kg/m 16 10.41VARS B 2.64 1.557 kg/m 4 16.44

CABEZAL (ACERO QUE VIENE DE COLUMNA)VARS A 1.85 8.938 kg/m 50 826.77VARS B 4.76 1.557 kg/m 36 266.81

CABEZALVARS C 10.48 8.938 kg/m 4 374.68VARS D 10.48 8.938 kg/m 4 374.68VARS E 9.70 1.557 kg/m 6 90.62VARS F 3.39 1.557 kg/m 63 332.53

BANCOSVARS M 2.00 0.993 kg/m 28 55.61VARS N 3.43 0.993 kg/m 12 40.87VARS N1 2.63 0.993 kg/m 24 62.68

TOPESVARS O 2.41 2.223 kg/m 16 85.72VARS P 5.40 3.973 kg/m 12 257.45VARS Q 2.31 0.993 kg/m 8 18.35

SUMA = 2,813.60


Contratista: TRADECO INFRAESTRUCTURA Y ASOCIADOS.

CONCEPTO: Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Cabezales, Bancos y Topes Antisísmicos

CONCEPTO: Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Travesaños

DIAMETRO DE VAR.

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO VIACERO DE REFUERZO DE f`y=4200 Kg/cm2 PILA N.2 A PILA N.18


CABEZAL (ACERO QUE VIENE DE COLUMNA A 1.20 m)VARS A 1.20 8.938 kg/m 100 1,072.56VARS B 4.76 1.557 kg/m 48 355.74



(ACERO QUE VIENE DE COLUMNA A 0.70 m)VARS A 0.65 8.938 kg/m 100 580.97VARS B 4.76 1.557 kg/m 24 177.87


SUMA = 5,627.20SUMA DE TODAS LAS PILAS= 95,662.40

TRAVESAÑOSVARS G 6.58 8.938 kg/m 6.0 352.87VARS H 6.58 8.938 kg/m 6.0 352.87VARS I 5.80 1.557 kg/m 12.0 108.37VARS J 3.27 1.557 kg/m 32.0 162.92

SUMA = 977.00SUMA DE TODAS LAS PILAS= 16,609.00

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 12c (3/2") f = 5c (5/8")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.



CABEZAL (ACERO QUE VIENE DE COLUMNA)VARS A 1.85 8.938 kg/m 100 1,653.53VARS B 4.76 1.557 kg/m 72 533.62







f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.










f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.










Acero fy=4200 kg/cm2 en Travesaños TRAMO VI= 72,298.00

Acero fy=4200 kg/cm2 en Cabezales, Bancos y Topes Antisismicos VI= 419,226.40

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURAACERO DE REFUERZO DE f`y=4200 Kg/cm TRAMO VIIPILA N.76 A PILA N.108 DEL APOYO 76 AL 166









f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO VIIACERO DE REFUERZO DE f`y=4200 Kg/cm2 PILA N.109 a PILA N.126









f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO VIIACERO DE REFUERZO DE f`y=4200 Kg/cm2 PILA N.127 a PILA N.144









f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO VIIACERO DE REFUERZO DE f`y=4200 Kg/cm2 PILA N.145 A PILA N.162









f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO VIIACERO DE REFUERZO DE f`y=4200 Kg/cm2 PILA N.163 A PILA N.166









Acero fy=4200 kg/cm2 en Travesaños TRAMO VII= 89,884.00

Acero fy=4200 kg/cm2 en Cabezales, Bancos y Topes AntisismicosVII= 520,822.10

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO VIIIACERO DE REFUERZO DE f`y=4200 Kg/cmDEL APOYO 167 AL 177PILA N.167 A PILA N.177









Acero fy=4200 kg/cm2 en Travesaños TRAMO VIII= 9,770.00

Acero fy=4200 kg/cm2 en Cabezales, Bancos y Topes Antisismicos VIII= 56,611.00

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO IXACERO DE REFUERZO DE f`y=4200 Kg/cmDEL APOYO 178 AL 221PILA N.178 A PILA N.180









f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO IXACERO DE REFUERZO DE f`y=4200 Kg/cm2 PILA N.181 A PILA N.198









f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.







SUMA = 5,627.20SUMA DE TODAS LAS PILAS= 0.00


SUMA = 977.00SUMA DE TODAS LAS PILAS= 0.00

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.










Acero fy=4200 kg/cm2 en Travesaños TRAMO IX= 47,873.00

Acero fy=4200 kg/cm2 en Cabezales, Bancos y Topes Antisismicos IX= 277,224.40

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO XACERO DE REFUERZO DE f`y=4200 Kg/cmDEL APOYO 222 AL 269PILA N.222 A PILA N.234









f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO XACERO DE REFUERZO DE f`y=4200 Kg/cm2 PILA N.235 A PILA N.249









f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO XACERO DE REFUERZO DE f`y=4200 Kg/cm2 PILA N.250 (APOYO ESPECIAL)



CABEZALVARS C 10.48 8.938 kg/m 4 374.68VARS C1 11.06 8.938 kg/m 4 395.42VARS D 10.48 8.938 kg/m 4 374.68VARS D1 11.06 8.938 kg/m 4 395.42VARS E 10.06 1.557 kg/m 6 93.98VARS E1 10.28 1.557 kg/m 6 96.04

VARS F 3.39 1.557 kg/m 65 343.08VARS F1 3.39 1.557 kg/m 60 316.69



SUMA = 5,672.20


SUMA = 977.00

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.




CABEZALVARS C 13.42 8.938 kg/m 4 479.79VARS C1 14.02 8.938 kg/m 4 501.24VARS D 13.42 8.938 kg/m 4 479.79VARS D1 14.02 8.938 kg/m 4 501.24VARS E 12.68 1.557 kg/m 6 118.46VARS E1 12.97 1.557 kg/m 6 121.17

VARS F 3.39 1.557 kg/m 74 390.59VARS F1 3.39 1.557 kg/m 78 411.70



SUMA = 6,425.00


SUMA = 977.00

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 8c (1") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO XPILA N.252 (APOYO ESPECIAL)

ANCLAJES (12 ANCLAJES)VARS A 1.17 0.556 kg/m 48 31.22VARS B 2.64 1.557 kg/m 12 49.33

CABEZAL (ACERO QUE VIENE DE COLUMNA 6 COLUMNAS)VARS A 1.85 8.938 kg/m 150 2,480.30VARS B 4.76 1.557 kg/m 108 800.42

CABEZAL (LADO 251-252)VARS C1 19.14 8.938 kg/m 4 684.29VARS D1 19.14 8.938 kg/m 4 684.29VARS E1 17.71 1.557 kg/m 6 165.45VARS E2 1.96 1.557 kg/m 6 18.31VARS F1 3.39 1.557 kg/m 100 527.82

CABEZALES (LADO 252-253)VARS C 10.48 8.938 kg/m 8 749.36VARS D 10.48 8.938 kg/m 8 749.36VARS E 9.70 1.557 kg/m 12 181.23VARS F 3.39 1.557 kg/m 126 665.06

BANCOS (6 BANCOS)VARS M 2.00 0.993 kg/m 84 166.82VARS N 3.43 0.993 kg/m 36 122.62VARS N1 2.63 0.993 kg/m 72 188.03

TOPES (6 TOPES)VARS O 2.44 3.973 kg/m 48 465.32VARS P 5.40 3.973 kg/m 36 772.35VARS Q 2.31 0.993 kg/m 24 55.05

SUMA = 9,556.60TRAVESAÑOS

VARS G 6.58 8.938 kg/m 6.0 352.87VARS H 6.58 8.938 kg/m 6.0 352.87VARS I 5.80 1.557 kg/m 12.0 108.37VARS J 3.27 1.557 kg/m 32.0 162.92

SUMA = 977.00

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 8c (1") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO XACERO DE REFUERZO DE f`y=4200 Kg/cm2 PILA N.253 A N. 261 Y N.265 A N.270









f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO XPILA N.262 (APOYO ESPECIAL)

ANCLAJES (16 ANCLAJES)VARS A 1.17 0.556 kg/m 64 41.63VARS B 2.64 1.557 kg/m 16 65.77

CABEZAL (ACERO QUE VIENE DE COLUMNA 8 COLUMNAS)VARS A 1.85 8.938 kg/m 200 3,307.06VARS B 4.76 1.557 kg/m 144 1,067.23

CABEZAL (LADO 261-262)VARS C1 22.25 8.938 kg/m 4 795.48VARS D1 22.25 8.938 kg/m 4 795.48VARS E1 20.51 1.557 kg/m 6 191.60VARS E2 1.96 1.557 kg/m 6 18.31VARS F1 3.39 1.557 kg/m 137 723.12

CABEZAL (LADO 262-263)VARS C 10.48 8.938 kg/m 8 749.36VARS D 10.48 8.938 kg/m 8 749.36VARS E 9.70 1.557 kg/m 12 181.23VARS F 3.39 1.557 kg/m 126 665.06

BANCOS (8 BANCOS)VARS M 2.00 0.993 kg/m 112 222.43VARS N 3.43 0.993 kg/m 48 163.49VARS N1 2.63 0.993 kg/m 96 250.71

TOPES (8 TOPES)VARS O 2.44 3.973 kg/m 64 620.42VARS P 5.40 3.973 kg/m 48 1,029.80VARS Q 2.31 0.993 kg/m 32 73.40

SUMA = 11,710.90TRAVESAÑOS

VARS G 6.58 8.938 kg/m 12.0 705.74VARS H 6.58 8.938 kg/m 12.0 705.74VARS I 5.80 1.557 kg/m 24.0 216.73VARS J 3.27 1.557 kg/m 64.0 325.85

SUMA = 1,954.10

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 8c (1") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.




CABEZALVARS C 14.71 8.938 kg/m 4 525.91VARS C1 15.54 8.938 kg/m 4 555.59VARS D 14.71 8.938 kg/m 4 525.91VARS D1 15.54 8.938 kg/m 4 555.59VARS E 13.96 1.557 kg/m 6 130.41VARS E1 14.80 1.557 kg/m 6 138.26VARS F 3.39 1.557 kg/m 80 422.26VARS F1 3.39 1.557 kg/m 86 453.93



SUMA = 861.80


SUMA = 977.00

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 8c (1") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.




CABEZALVARS C 11.16 8.938 kg/m 4 398.99VARS C1 11.38 8.938 kg/m 4 406.86VARS D 11.16 8.938 kg/m 4 398.99VARS D1 11.38 8.938 kg/m 4 406.86VARS E 10.38 1.557 kg/m 6 96.97VARS E1 10.70 1.557 kg/m 6 99.96VARS F 3.39 1.557 kg/m 67 353.64VARS F1 3.39 1.557 kg/m 62 327.25



SUMA = 5,906.70


SUMA = 977.00

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO XACERO DE REFUERZO DE f`y=4200 Kg/cm2 PILA N.271 A N.281









f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")




FECHA

UNIDAD Kg

EJES

CANTIDAD

CANTIDAD






DIAMETRO DE VAR.

- SUB-ESTRUCTURA TRAMO XACERO DE REFUERZO DE f`y=4200 Kg/cm2 PILA N.282


CABEZAL (ACERO QUE VIENE DE COLUMNA)VARS A 1.85 8.938 kg/m 50 826.77VARS B 4.76 1.557 kg/m 36 266.81




SUMA = 2,813.60

Acero fy=4200 kg/cm2 en Travesaños TRAMO X= 63,993.60

Acero fy=4200 kg/cm2 en Cabezales, Bancos y Topes Antisismicos X= 360,883.60

f = 3c (3/8") f = 5c (5/8")

f = 12c (3/2") f = 5c (5/8")

f = 12c (3/2") f = 12c (3/2") f = 5c (5/8") f = 5c (5/8")

f = 4c (1/2") f = 4c (1/2") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 4c (1/2")

FECHA

UNIDAD m

EJE

CANTIDAD

MATERIALDIAMETRO LONGITUD

N. DE DUC / NUM LONGCLAVE: APOYO APOYOS TOTAL

- SUBESTRUCTURA TRAMO VIDUCTOS DE PVC PARA PASO DE BARRAS EN MONTAJE DE TRABES DEL APOYO 1 AL 75EN TOPES ANTISISMICOS DE DIAMETRO IGUAL A 7.1CM

APOYO N.1DUCTOS 2.30 4.00 9.20 0.0 0.00

APOYO N.2 A APOYO N.74DUCTOS 2.30 8.00 18.40 49.0 901.60



CONCEPTO: Ducto de PVC para paso de barras en montaje de trabes, p.u.o.t. de Ø = 7.1 cm en topes antisísmicos

LONG/ APOYO

f =7.1

f =7.1

FECHA

UNIDAD m

EJE

CANTIDAD






LONG/ APOYO

- SUBESTRUCTURA

DUCTOS DE PVC PARA PASO DE BARRAS EN MONTAJE DE TRABES TRAMO VIIEN TOPES ANTISISMICOS DE DIAMETRO IGUAL A 7.1CM DEL APOYO 75 AL 166

APOYO N.75 A APOYO N.166DUCTOS 2.00 8.00 16.00 92.0 1,472.00 f =7.1

FECHA

UNIDAD m

EJE

CANTIDAD






LONG/ APOYO

- SUBESTRUCTURA

DUCTOS DE PVC PARA PASO DE BARRAS EN MONTAJE DE TRABES TRAMO VIIIEN TOPES ANTISISMICOS DE DIAMETRO IGUAL A 7.1CM DEL APOYO 166 AL 177

APOYO N.166 A APOYO N.177DUCTOS 2.00 8.00 16.00 10.0 160.00 f =7.1

FECHA

UNIDAD m

EJE

CANTIDAD






LONG/ APOYO

- SUBESTRUCTURA

DUCTOS DE PVC PARA PASO DE BARRAS EN MONTAJE DE TRABES TRAMO IXEN TOPES ANTISISMICOS DE DIAMETRO IGUAL A 7.1CM DEL APOYO 203 AL 221

APOYO N.178 A APOYO N.222DUCTOS 2.00 8.00 16.00 44.0 704.00 f =7.1

FECHA

UNIDAD m

EJE

CANTIDAD






LONG/ APOYO

- SUBESTRUCTURA

DUCTOS DE PVC PARA PASO DE BARRAS EN MONTAJE DE TRABES

EN TOPES ANTISISMICOS DE DIAMETRO IGUAL A 7.1CM TRAMO XDEL APOYO 222 AL 271

APOYO N.223 A APOYO N.281DUCTOS 2.30 8.00 16.00 51.5 824.00

APOYO N.282DUCTOS 2.30 4.00 9.20 0.00

f =7.1

f =7.1




FECHA

UNIDAD dm3

EJES

CANTIDAD

MATERIAL: CONCRETODIAMETRO R2

AREA VOL/ELEM NUM VOL(dm)

CLAVE: (dm2) L2 (dm3) (ELEM) TOTAL

- SUBESTRUCTURA

TRAMO VIDEL APOYO 1 AL 75

APOYO N.1

Grout 15 7.5 176.71 0.87 154.00 2 308.00

APOYO N.2

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.3

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.4

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.5

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.6

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.7

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.8

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.9

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.10

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.11

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.12

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.13

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.14

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.15

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.16

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.17

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.18

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.19

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.20



CONCEPTO: Mortero grout, p.u.o.t. para nivelación de apoyos




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.21

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.22

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.23

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.24

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.25

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.26

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.27

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.28

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.29

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.30

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.31

Grout 15 7.5 176.71 0.87 154.00 4 616.00




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




APOYO N.32

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.33

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.34

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.35

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.36

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.37

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.38

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.39

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N.40

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 41

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 42

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 43

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 44

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 45

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 46

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 47

Grout 15 7.5 176.71 0.87 154.00 4 616.00




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




APOYO N. 48

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 49

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 50

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 51

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 52

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 53

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 54

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 55

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 56

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 57

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 58

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 59

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 60

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 61

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 62

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 63

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 64

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 65

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 66

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 67

Grout 15 7.5 176.71 0.87 154.00 4 616.00




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




APOYO N. 68

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 69

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 70

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 71

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 72

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 73

Grout 15 7.5 176.71 0.87 154.00 4 616.00

APOYO N. 74

Grout 15 7.5 176.71 0.87 154.00 4 616.00




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




TRAMO VII DEL APOYO 76 AL 166APOYO N. 75

Grout 15 7.5 172.00 0.86 147.92 2 295.84

APOYO N. 76

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 77

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 78

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 79

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 80

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 81

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 82

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 83

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 84

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 85

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 86

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 87

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 88

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 89

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 90

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 91

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 92

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 93

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 94

Grout 15 7.5 172.00 0.86 147.92 4 591.68




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




APOYO N. 95

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 96

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 97

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 98

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 99

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 100

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 101

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 102

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 103

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 104

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 105

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 106

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 107

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 108

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 109

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 110

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 111

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 112

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 113

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 114

Grout 15 7.5 172.00 0.86 147.92 4 591.68




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




APOYO N. 115

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 116

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 117

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 118

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 119

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 120

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 121

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 122

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 123

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 124

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 125

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 126

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 127

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 128

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 129

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 130

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 131

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 132

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 133

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 134

Grout 15 7.5 172.00 0.86 147.92 4 591.68




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




APOYO N. 135

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 136

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 137

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 138

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 139

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 140

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 141

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 142

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 143

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 144

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 145

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 146

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 147

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 148

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 149

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 150

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 151

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 152

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 153

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 154

Grout 15 7.5 172.00 0.86 147.92 4 591.68




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




APOYO N. 155

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 156

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 157

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 158

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 159

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 160

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 161

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 162

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 163

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 164

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 165

Grout 15 7.5 172.00 0.86 147.92 4 591.68

APOYO N. 166

Grout 15 7.5 172.00 0.86 147.92 4 591.68 54,138.72




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




TRAMO VIII DEL APOYO 166 AL 177

APOYO N. 167

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 168

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 169

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 170

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 171

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 172

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 173

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 174

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 175

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 176

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 177

Grout 15 7.5 176.71 0.87 147.92 2 295.84 6,212.64




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




TRAMO IX DEL APOYO 177 AL 221APOYO N. 178

Grout 15 7.5 176.71 0.87 147.92 2 295.84

APOYO N. 179

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 180

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 181

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 182

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 183

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 184

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 185

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 186

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 187

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 188

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 189

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 190

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 191

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 192

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 193

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 194

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 195

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 196

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 197

Grout 15 7.5 176.71 0.87 147.92 4 591.68




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




APOYO N. 198

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 199

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 200

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 201

Grout 15 7.5 176.71 0.87 147.92 2 295.84

APOYO N. 202

Grout 15 7.5 176.71 0.87 147.92 2 295.84

APOYO N. 203

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 204

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 205

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 206

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 207

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 208

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 209

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 210

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 211

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 212

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 213

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 214

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 215

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 216

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 217

Grout 15 7.5 176.71 0.87 147.92 4 591.68




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




APOYO N. 218

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 219

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 220

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 221

Grout 15 7.5 176.71 0.87 147.92 4 591.68 25,146.40




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




TRAMO X DEL 222 AL 282APOYO N. 222

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 223

Grout 15 7.5 176.71 0.87 147.92 2 295.84

APOYO N. 224

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 225

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 226

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 227

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 228

Grout 15 7.5 176.71 0.87 147.92 2 295.84

APOYO N. 229

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 230

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 231

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 232

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 233

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 234

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 235

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 236

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 237

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 238

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 239

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 240

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 241

Grout 15 7.5 176.71 0.87 147.92 4 591.68




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




APOYO N. 242

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 243

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 244

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 245

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 246

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 247

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 248

Grout 15 7.5 176.71 0.87 147.92 4 591.68

APOYO N. 249

Grout 15 7.5 176.71 0.87 147.92 2 295.84

APOYO N. 250

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 251

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 252

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 253

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 254

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 255

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 256

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 257

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 258

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 259

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 260

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 261

Grout 15 7.5 176.71 0.87 147.92 0.00




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




APOYO N. 262

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 263

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 264

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 265

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 266

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 267

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 268

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 269

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 270

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 271

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 272

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 273

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 274

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 275

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 276

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 277

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 278

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 279

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 280

Grout 15 7.5 176.71 0.87 147.92 0.00

APOYO N. 281

Grout 15 7.5 176.71 0.87 147.92 0.00




FECHA

UNIDAD dm3

EJES

CANTIDAD




- SUBESTRUCTURA




APOYO N. 282

Grout 15 7.5 176.71 0.87 147.92 0.00

13,312.80

__________________________TRADECO INFRAESTRUCTURA



OBRA: Construcción del desvío Ferroviario en el vaso II de la laguna de cuyutlán en Manzanillo, Col. FECHAUNIDAD m3

Contratista: TRADECO INFRAESTRUCTURA Y ASOCIADOS. EJESCONCEPTO: Concreto hidráulico simple p.u.o.t. de f'c= 350 Kg/cm2 en: Losas entre trabes CANTIDAD

MATERIALUNIDAD LONGITUD/ELEMENTO

AREA VOL/ELEM. TOTAL PIEZAS VOL./TOTALCLAVE: (m2) (m3) (pzas) (m3)

- SUPERESTRUCTURA TRAMO VIAPOYO 1 a 75

CONCRETO DE F´C = 350 KG/CM2

Tramo 1-2 a 74-75

LOSA m3 4.40 27.96 2.73 0.62 76.33 74 5,648.5MENSULA m3 4.40 0.98 4.31 1 4.3

80.6 5,652.8

ANCHO PROM

ALTURA PROM








ANCHO PROM

ALTURA PROM

- SUPERESTRUCTURA TRAMO VIIAPOYO 75 a 166


Tramo 75-76 a 165-166

LOSA m3 4.40 27.96 2.73 0.62 76.30 90 6,867.0








ANCHO PROM

ALTURA PROM

- SUPERESTRUCTURA TRAMO VIIIAPOYO 166 a 177


Tramo 166-167 a 176-177

LOSA m3 4.40 27.96 2.73 0.62 76.33 11 839.6








ANCHO PROM

ALTURA PROM

- SUPERESTRUCTURA TRAMO IXAPOYO 177 a 221


Tramo 177-178 a 220-221

LOSA m3 4.40 27.96 2.73 0.62 76.33 42 3,205.9








ANCHO PROM

ALTURA PROM

- SUPERESTRUCTURA TRAMO XAPOYO 221 a 282


Tramo 221-222 a 248-249Tramo 252-253 a 260-262Tramo 265-266 a 281-282

LOSA 4.4 27.96 2.73 0.62 76.33 16 1,221.3MENSULA 4.4 0.98 4.31 0.0

80.64 1,221.3Tramo 249-250

LOSA m3 4.58 27.96 2.84 0.62 79.40 0.0

Tramo 250-251

LOSA m3 6.16 27.96 3.82 0.62 106.78 0.0

Tramo 251-252

LOSA m3 10.34 27.96 6.41 0.62 179.25 0.0

Tramo 262-263

LOSA m3 12.4 27.96 7.69 0.62 214.96 0.0

Tramo 263-264

LOSA m3 7 27.96 4.34 0.62 121.35 0.0

Tramo 264-265

LOSA m3 4.74 27.96 2.94 0.62 82.17 0.0








ANCHO PROM

ALTURA PROM




OBRA: Construcción del desvío Ferroviario en el vaso II de la laguna de cuyutlán en Manzanillo, Col. FECHAUNIDAD Kg

Contratista: TRADECO INFRAESTRUCTURA Y ASOCIADOS. EJESCONCEPTO: Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Losas CANTIDAD

MATERIAL DIAMETRO LONGITUD PESO UD NUM PESO/VAR N. DE ELEM. PESOCLAVE: L1 UNIT PZAS/ELEM. KG TOTAL

- SUPERESTRUCTURA TRAMO VI

ACERO DE REFUERZO DE f`y=4200 Kg/cm2 APOYO 1 a 75

Tramo 1-2 a 74-75

LOSA VARS A 4.38 1.557 kg/m 113 770.6 74.0 57,026.0VARS B 4.38 3.973 kg/m 57 991.9 74.0 73,400.5VARS C 27.86 3.973 kg/m 24 2,656.5 74.0 196,581.5VARS D 27.86 6.227 kg/m 24 4,163.6 74.0 308,108.0VARS E 1.69 0.993 kg/m 48 80.6 74.0 5,960.9

8,663.2 74.0 641,076.9

MENSULAVARS A 3.45 2.223 kg/m 20 153.4 1.0 153.4VARS B 1.50 3.973 kg/m 11 65.6 1.0 65.6VARS C 2.10 3.973 kg/m 20 166.9 1.0 166.9VARS D 1.70 1.557 kg/m 20 52.9 1.0 52.9VARS E 1.61 0.993 kg/m 60 95.9 1.0 95.9VARS F 4.26 2.223 kg/m 3 28.4 1.0 28.4VARS G 4.77 2.223 kg/m 3 31.8 1.0 31.8

594.9 1.0 594.9

f = 5c (5/8") f = 8c (1") f = 8c (1") f = 10c (5/4") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 8c (1") f = 5c (5/8") f = 4c (1/2") f = 6c (3/4") f = 6c (3/4")







- SUPERESTRUCTURA TRAMO VII


Tramo 75-76 a 165-166


8,663.2 91.0 779,688.1

f = 5c (5/8") f = 8c (1") f = 8c (1") f = 10c (5/4") f = 4c (1/2")







- SUPERESTRUCTURA TRAMO VIII


Tramo 166-167 a 176-177

LOSA VARS A 4.38 1.557 kg/m 113 770.6 11.0 8,476.8VARS B 4.38 3.973 kg/m 57 991.9 11.0 10,910.9VARS C 27.86 3.973 kg/m 24 2,656.5 11.0 29,221.6VARS D 27.86 6.227 kg/m 24 4,163.6 11.0 45,799.8VARS E 1.69 0.993 kg/m 48 80.6 11.0 886.1

8,663.2 11.0 95,295.2

f = 5c (5/8") f = 8c (1") f = 8c (1") f = 10c (5/4") f = 4c (1/2")







- SUPERESTRUCTURA TRAMO IX


Tramo 177-178 a 220-221


8,663.2 2.0 363,854.4

f = 5c (5/8") f = 8c (1") f = 8c (1") f = 10c (5/4") f = 4c (1/2")







- SUPERESTRUCTURA TRAMO X




8,663.2 55.0 138,611.2

MENSULAVARS A 3.45 2.223 kg/m 20 153.4 0.0VARS B 1.50 3.973 kg/m 11 65.6 0.0VARS C 2.10 3.973 kg/m 20 166.9 0.0VARS D 1.70 1.557 kg/m 20 52.9 0.0VARS E 1.61 0.993 kg/m 60 95.9 0.0VARS F 4.26 2.223 kg/m 3 28.4 0.0VARS G 4.77 2.223 kg/m 3 31.8 0.0

594.9 1.0 0.0

f = 5c (5/8") f = 8c (1") f = 8c (1") f = 10c (5/4") f = 4c (1/2")

f = 6c (3/4") f = 8c (1") f = 8c (1") f = 5c (5/8") f = 4c (1/2") f = 6c (3/4") f = 6c (3/4")









Tramo 249-250

LOSA VARS A 4.55 1.557 kg/m 113 800.5 0.0VARS B 4.55 3.973 kg/m 57 1,030.4 0.0

VARS B1 3.00 2.223 kg/m 57 380.1 0.0VARS C 27.86 3.973 kg/m 24 2,656.5 0.0VARS C1 14.60 3.973 kg/m 2 116.0 0.0VARS D 27.56 6.227 kg/m 24 4,118.8 0.0

VARS D1 14.60 6.227 kg/m 2 181.8 0.0VARS E 1.71 0.993 kg/m 50 84.9 0.0

9,369.1 1.0 0.0

f = 5c (5/8") f = 8c (1") f = 6c (3/4") f = 8c (1") f = 8c (1") f = 10c (5/4") f = 10c (5/4") f = 4c (1/2")









Tramo 250-251

LOSA VARS A 6.15 3.973 kg/m 113 2,761.0 0.0

VARS A1 4.00 6.227 kg/m 112 2,789.7 0.0VARS B 6.15 3.973 kg/m 113 2,761.0 0.0VARS C 27.86 3.973 kg/m 27 2,988.6 0.0VARS C1 13.32 3.973 kg/m 15 793.8 0.0VARS D 27.86 6.227 kg/m 27 4,684.1 0.0

VARS D1 13.32 6.227 kg/m 15 1,244.2 0.0VARS E 1.71 0.993 kg/m 69 117.2 0.0

18,139.5 1.0 0.0

f = 8c (1") f = 10c (5/4") f = 8c (1") f = 8c (1") f = 8c (1") f = 10c (5/4") f = 10c (5/4") f = 4c (1/2")









Tramo 251-252

LOSA VARS A 10.33 6.227 kg/m 105 6,754.1 0.0VARS A1 6.00 6.227 kg/m 109 4,072.5 0.0VARS A2 10.01 6.227 kg/m 7 436.3 0.0VARS B 9.91 3.973 kg/m 46 1,811.1 0.0

VARS B1 12.66 3.973 kg/m 11 553.3 0.0VARS B2 7.00 3.973 kg/m 4 111.2 0.0VARS C 27.86 3.973 kg/m 38 4,206.1 0.0

VARS C1 13.94 3.973 kg/m 31 1,716.9 0.0VARS C2 27.81 3.973 kg/m 5 552.4 0.0VARS D 27.86 6.227 kg/m 38 6,592.4 0.0

VARS D1 13.94 6.227 kg/m 31 2,690.9 0.0VARS D2 27.81 6.227 kg/m 5 865.9 0.0VARS E 171.00 0.993 kg/m 171 29,036.3 0.0

59,399.5 1.0 0.0

f = 10c (5/4") f = 10c (5/4") f = 10c (5/4") f = 8c (1") f = 8c (1") f = 8c (1") f = 8c (1") f = 8c (1") f = 8c (1") f = 10c (5/4") f = 10c (5/4") f = 10c (5/4") f = 4c (1/2")









Tramo 262-263

LOSA VARS A 12.39 6.227 kg/m 102 7,869.6 0.0VARS A1 6.00 6.227 kg/m 108 4,035.1 0.0VARS A2 11.86 6.227 kg/m 11 812.4 0.0VARS B 11.72 3.973 kg/m 42 1,955.7 0.0

VARS B1 15.39 3.973 kg/m 16 978.3 0.0VARS B2 7.35 3.973 kg/m 5 146.0 0.0VARS C 27.86 3.973 kg/m 47 5,202.3 0.0

VARS C1 14.05 3.973 kg/m 39 2,177.0 0.0VARS C2 27.80 3.973 kg/m 2 220.9 0.0VARS D 27.86 6.227 kg/m 47 8,153.8 0.0

VARS D1 14.05 6.227 kg/m 39 3,412.1 0.0VARS D2 27.80 6.227 kg/m 2 346.2 0.0VARS E 171.00 0.993 kg/m 171 29,036.3 0.0

64,345.6 1.0 0.0

f = 10c (5/4") f = 10c (5/4") f = 10c (5/4") f = 8c (1") f = 8c (1") f = 8c (1") f = 8c (1") f = 8c (1") f = 8c (1") f = 10c (5/4") f = 10c (5/4") f = 10c (5/4") f = 4c (1/2")









Tramo 263-264

LOSA VARS A 6.99 6.227 kg/m 113 4,918.5 0.0

VARS A1 4.00 6.227 kg/m 112 2,789.7 0.0VARS B 6.99 3.973 kg/m 113 3,138.2 0.0VARS C 27.86 3.973 kg/m 29 3,209.9 0.0VARS C1 13.72 3.973 kg/m 20 1,090.2 0.0VARS D 27.86 6.227 kg/m 29 5,031.0 0.0

VARS D1 13.72 6.227 kg/m 20 1,708.7 0.0VARS E 1.71 0.993 kg/m 77 130.7 0.0

22,017.0 1.0 0.0

f = 10c (5/4") f = 10c (5/4") f = 8c (1") f = 8c (1") f = 8c (1") f = 8c (1") f = 10c (5/4") f = 4c (1/2")









Tramo 264-265

LOSA VARS A 4.72 1.557 kg/m 113 830.4 0.0VARS B 4.72 3.973 kg/m 57 1,068.9 0.0

VARS B1 3.00 3.973 kg/m 57 679.4 0.0VARS C 27.86 3.973 kg/m 24 2,656.5 0.0VARS C1 13.95 3.973 kg/m 4 221.7 0.0VARS D 27.86 6.227 kg/m 24 4,163.6 0.0

VARS D1 13.95 6.227 kg/m 4 347.5 0.0VARS E 1.71 0.993 kg/m 52 88.3 0.0

10,056.3 1.0 0.0

138,611.2

f = 5c (5/8") f = 8c (1") f = 8c (1") f = 8c (1") f = 8c (1") f = 10c (5/4") f = 10c (5/4") f = 4c (1/2")





Contratista: TRADECO INFRAESTRUCTURA Y ASOCIADOS. EJESCANTIDAD





Tramo 1-2 a 18-19

TRABES B INTRADOS 27.80 2.73 75.89 18 1,366.1TRABES C EXTRADOS 28.12 2.73 76.77 18 1,381.8

Tramo 19-20 a 23-24

TRABES B INTRADOS 27.80 2.73 75.89 5 379.5TRABES C EXTRADOS 28.12 2.73 76.77 5 383.8

Tramo 24-25

TRABES D INTRADOS 27.89 2.73 76.14 1 76.1TRABES E EXTRADOS 28.03 2.73 76.52 1 76.5

Tramo 25-26 a 64-65

TRABES A 27.96 2.73 76.33 80 6,106.5

Tramo 65-66


CONCEPTO: Concreto hidráulico simple p.u.o.t. de f'c= 350 Kg/cm2 en: trabes presforzadas (incluye montaje de trabes con gruas)

ALTURA PROM









ALTURA PROM

Tramo 66-67 a 73-74

TRABES B INTRADOS 27.88 2.73 76.11 8 608.9TRABES C EXTRADOS 28.04 2.73 76.55 8 612.4

Tramo 74-75










ALTURA PROM



Tramo 75-76 a 145-146

TRABES A 27.96 2.73 76.33 182 13,892.2

Tramo146-147

TRABES D INTRADOS 27.89 2.73 76.14 0.0TRABES E EXTRADOS 28.03 2.73 76.52 0.0

Tramo 147-148

TRABES F INTRADOS 27.82 2.73 75.95 0.0TRABES G EXTRADOS 28.10 2.73 76.71 0.0

Tramo 148-149

TRABES H INTRADOS 27.72 2.73 75.68 0.0TRABES I EXTRADOS 28.19 2.73 76.96 0.0

Tramo 149-150 a 159-160

TRABES B INTRADOS 27.80 2.73 75.89 0.0TRABES C EXTRADOS 28.12 2.73 76.77 0.0









ALTURA PROM









ALTURA PROM

Tramo 160-161

TRABES J INTRADOS 27.74 2.73 75.73 0.0TRABES K EXTRADOS 28.17 2.73 76.90 0.0

Tramo 161-162

TRABES L INTRADOS 27.85 2.73 76.03 0.0TRABES M EXTRADOS 28.07 2.73 76.63 0.0

Tramo 162-163

TRABES N INTRADOS 27.95 2.73 76.30 0.0TRABES O EXTRADOS 27.97 2.73 76.36 0.0

Tramo 163-164 a 165-166

TRABES A 27.96 2.73 76.33 0.0









ALTURA PROM



Tramo 166-167 a 167-168

TRABES A 27.96 2.73 76.33 22 1,679.3

Tramo 168-169


Tramo 169-170


Tramo 170-171 a 171-172


Tramo 172-173

TRABES H INTRADOS 27.72 2.73 75.68 0.0TRABES I EXTRADOS 28.19 2.73 76.96 0.0









ALTURA PROM









ALTURA PROM

Tramo 173-174

TRABES J INTRADOS 27.74 2.73 75.73 0.0TRABES K EXTRADOS 28.17 2.73 76.90 0.0

Tramo 174-175 a 176-177

TRABES A 27.96 2.73 76.33 0.0



Tramo 177-178 a 220-221

TRABES A 27.96 2.73 76.33 88 6,717.1

TRMO 221-222

TRABES D

TRABES E









ALTURA PROM


Tramo 177-178 a 220-221

TRABES A 27.96 2.73 76.33 118 9,007.0











Tramo 177-178 a 220-221

TRABES A 27.96 2.73 76.33 0.0

CONCEPTO: Concreto hidráulico simple p.u.o.t. de f'c= 350 Kg/cm2 en: trabes presforzadas (incluye montaje de trabes con chalán)

ALTURA PROM









ALTURA PROM



Tramo 221-222


Tramo 222-223 a 231-232


Tramo 232-233


Tramo 233-234 a 248-249

TRABES A 27.96 2.73 76.33 0.0

Tramo 249-250

TRABES A EXTRADOS 27.96 2.73 76.33 0.0TRABE B INTRADOS 27.97 2.73 76.36 0.0









ALTURA PROM

Tramo 250-251

TRABES A EXTRADOS 27.96 2.73 76.33 0.0TRABE C INTRADOS 28.09 2.73 76.69 0.0

TRABE Y 27.99 1.86 52.06 0.0

Tramo 251-252

TRABES A EXTRADOS 27.96 2.73 76.33 0.0TRABE D INTRADOS 26.38 2.73 72.02 0.0

TRABE Z 28.04 1.86 52.15 0.0

Tramo 252-253 a 261-262

TRABES A 27.96 2.73 76.33 0.0

Tramo 262-263

TRABES A EXTRADOS 27.96 2.73 76.33 0.0TRABE D INTRADOS 25.89 2.73 70.68 0.0

TRABE Y 28.02 1.86 52.12 0.0

Tramo 263-264

TRABES A EXTRADOS 27.96 2.73 76.33 0.0TRABE C INTRADOS 28.21 2.73 77.01 0.0

TRABE Z 28.02 1.86 52.12 0.0

Tramo 264-265

TRABES A EXTRADOS 27.96 2.73 76.33 0.0









ALTURA PROM

TRABE B INTRADOS 27.97 2.73 76.36 0.0









ALTURA PROM

Tramo 265-266-277-278

TRABES A 27.96 2.73 76.33 0.0

Tramo 278-279


Tramo 279-280 a 281-282


______________________________ CONSTRUCTORA TRADECO INFRAESTRUCTURA



- SUPERESTRUCTURACONCEPTO ACERO DE REFUERZO TRABES CLARO:

OBRA TRABE TIPO:PESO:




Tramo 1-2 a 18-19

TRABES BVARS A 2.86 0.993 kg/m 238.0 675.9 18.0 12,166.5VARS B 4.82 0.993 kg/m 127.0 607.9 18.0 10,941.4VARS C 6.60 1.557 kg/m 238.0 2,445.7 18.0 44,023.2VARS D 28.44 3.973 kg/m 6.0 678.0 18.0 12,203.1VARS E 27.70 1.557 kg/m 17.0 733.2 18.0 13,197.4VARS F 27.70 1.557 kg/m 3.0 129.4 18.0 2,329.0VARS G 2.00 1.557 kg/m 114.0 355.0 18.0 6,389.9VARS H 2.00 3.973 kg/m 56.0 445.0 18.0 8,009.6VARS M 4.00 3.973 kg/m 6.0 95.4 18.0 1,716.3VARS I 2.94 0.993 kg/m 74.0 216.0 18.0 3,888.7VARS K 1.70 0.993 kg/m 448.0 756.3 18.0 13,612.8VARS L 0.70 0.556 kg/m 224.0 87.2 18.0 1,569.3

7,224.8 130,047.3TRABES C

VARS A 2.86 0.993 kg/m 240.0 681.6 18.0 12,268.7VARS B 4.82 0.993 kg/m 127.0 607.9 18.0 10,941.4VARS C 6.60 1.557 kg/m 240.0 2,466.3 18.0 44,393.2VARS D 28.75 3.973 kg/m 6.0 685.3 18.0 12,336.2VARS E 28.02 1.557 kg/m 17.0 741.7 18.0 13,349.9VARS F 28.02 1.557 kg/m 3.0 130.9 18.0 2,355.9VARS G 2.00 1.557 kg/m 114.0 355.0 18.0 6,389.9VARS H 2.00 3.973 kg/m 56.0 445.0 18.0 8,009.6VARS M 4.00 3.973 kg/m 6.0 95.4 18.0 1,716.3VARS I 2.94 0.993 kg/m 74.0 216.0 18.0 3,888.7VARS K 1.70 0.993 kg/m 448.0 756.3 18.0 13,612.8VARS L 0.70 0.556 kg/m 224.0 87.2 18.0 1,569.3

7,268.4 130,831.8

Construccion de Desvío Ferroviario en el Vaso II de la Laguna Cuyutlán

f = 4c (1/2") f = 4c (1/2") f = 5c (5/8") f = 8c (1") f = 5c (5/8") f = 5c (5/8") f = 5c (5/8") f = 8c (1") f = 8c (1") f = 4c (1/2") f = 4c (1/2") f = 3c (3/8")











Tramo 19-20 a 23-24

TRABES BVARS A 2.86 0.993 kg/m 238.0 675.9 5.0 3,379.6VARS B 4.82 0.993 kg/m 127.0 607.9 5.0 3,039.3VARS C 6.60 1.557 kg/m 238.0 2,445.7 5.0 12,228.7VARS D 28.44 3.973 kg/m 6.0 678.0 5.0 3,389.8VARS E 27.70 1.557 kg/m 17.0 733.2 5.0 3,666.0VARS F 27.70 1.557 kg/m 3.0 129.4 5.0 646.9VARS G 2.00 1.557 kg/m 114.0 355.0 5.0 1,775.0VARS H 2.00 3.973 kg/m 56.0 445.0 5.0 2,224.9VARS M 4.00 3.973 kg/m 6.0 95.4 5.0 476.8VARS I 2.94 0.993 kg/m 74.0 216.0 5.0 1,080.2VARS K 1.70 0.993 kg/m 448.0 756.3 5.0 3,781.3VARS L 0.70 0.556 kg/m 224.0 87.2 5.0 435.9

7,224.8 36,124.2TRABES C

VARS A 2.86 0.993 kg/m 240.0 681.6 5.0 3,408.0VARS B 4.82 0.993 kg/m 127.0 607.9 5.0 3,039.3VARS C 6.60 1.557 kg/m 240.0 2,466.3 5.0 12,331.4VARS D 28.75 3.973 kg/m 6.0 685.3 5.0 3,426.7VARS E 28.02 1.557 kg/m 17.0 741.7 5.0 3,708.3VARS F 28.02 1.557 kg/m 3.0 130.9 5.0 654.4VARS G 2.00 1.557 kg/m 114.0 355.0 5.0 1,775.0VARS H 2.00 3.973 kg/m 56.0 445.0 5.0 2,224.9VARS M 4.00 3.973 kg/m 6.0 95.4 5.0 476.8VARS I 2.94 0.993 kg/m 74.0 216.0 5.0 1,080.2VARS K 1.70 0.993 kg/m 448.0 756.3 5.0 3,781.3VARS L 0.70 0.556 kg/m 224.0 87.2 5.0 435.9

7,268.4 36,342.2












Tramo 24-25

TRABES DVARS A 2.86 0.993 kg/m 238.0 675.9 1.0 675.9VARS B 4.82 0.993 kg/m 127.0 607.9 1.0 607.9VARS C 6.60 1.557 kg/m 238.0 2,445.7 1.0 2,445.7VARS D 28.53 3.973 kg/m 6.0 680.1 1.0 680.1VARS E 27.81 1.557 kg/m 17.0 736.1 1.0 736.1VARS F 27.81 1.557 kg/m 3.0 129.9 1.0 129.9VARS G 2.00 1.557 kg/m 114.0 355.0 1.0 355.0VARS H 2.00 3.973 kg/m 56.0 445.0 1.0 445.0VARS M 4.00 3.973 kg/m 6.0 95.4 1.0 95.4VARS I 2.94 0.993 kg/m 74.0 216.0 1.0 216.0VARS K 1.70 0.993 kg/m 448.0 756.3 1.0 756.3VARS L 0.70 0.556 kg/m 224.0 87.2 1.0 87.2

7,230.4 7,230.4TRABES E

VARS A 2.86 0.993 kg/m 238.0 675.9 1.0 675.9VARS B 4.82 0.993 kg/m 128.0 612.6 1.0 612.6VARS C 6.60 1.557 kg/m 238.0 2,445.7 1.0 2,445.7VARS D 28.68 3.973 kg/m 6.0 683.7 1.0 683.7VARS E 27.93 1.557 kg/m 17.0 739.3 1.0 739.3VARS F 27.93 1.557 kg/m 3.0 130.5 1.0 130.5VARS G 2.00 1.557 kg/m 111.0 345.7 1.0 345.7VARS H 2.00 3.973 kg/m 56.0 445.0 1.0 445.0VARS M 4.00 3.973 kg/m 6.0 95.4 1.0 95.4VARS I 2.94 0.993 kg/m 74.0 216.0 1.0 216.0VARS K 1.70 0.993 kg/m 448.0 756.3 1.0 756.3VARS L 0.70 0.556 kg/m 224.0 87.2 1.0 87.2

7,233.2 7,233.2












Tramo 25-26 a 64-65

TRABES AVARS A 2.86 0.993 kg/m 238.0 675.9 80.0 54,073.2VARS B 4.82 0.993 kg/m 127.0 607.9 80.0 48,628.4VARS C 6.60 1.557 kg/m 238.0 2,445.7 80.0 195,658.8VARS D 28.60 3.973 kg/m 6.0 681.8 80.0 54,541.3VARS E 27.86 1.557 kg/m 17.0 737.4 80.0 58,994.1VARS F 27.86 1.557 kg/m 3.0 130.1 80.0 10,410.7VARS G 2.00 1.557 kg/m 112.0 348.8 80.0 27,901.4VARS H 2.00 3.973 kg/m 56.0 445.0 80.0 35,598.1VARS M 4.00 3.973 kg/m 6.0 95.4 80.0 7,628.2VARS I 2.94 0.993 kg/m 74.0 216.0 80.0 17,283.0VARS K 1.70 0.993 kg/m 448.0 756.3 80.0 60,501.5VARS L 0.70 0.556 kg/m 224.0 87.2 80.0 6,974.5

7,227.4 578,193.3



Tramo 65-66


7,226.9 7,226.9










TRABES EVARS A 2.86 0.993 kg/m 238.0 675.9 1.0 675.9VARS B 4.82 0.993 kg/m 128.0 612.6 1.0 612.6VARS C 6.60 1.557 kg/m 238.0 2,445.7 1.0 2,445.7VARS D 28.61 3.973 kg/m 6.0 682.0 1.0 682.0VARS E 27.87 1.557 kg/m 17.0 737.7 1.0 737.7VARS F 27.87 1.557 kg/m 3.0 130.2 1.0 130.2VARS G 2.00 1.557 kg/m 112.0 348.8 1.0 348.8VARS H 2.00 3.973 kg/m 56.0 445.0 1.0 445.0VARS M 4.00 3.973 kg/m 6.0 95.4 1.0 95.4VARS I 2.94 0.993 kg/m 74.0 216.0 1.0 216.0VARS K 1.70 0.993 kg/m 448.0 756.3 1.0 756.3VARS L 0.70 0.556 kg/m 224.0 87.2 1.0 87.2

7,232.8 7,232.8



Tramo 66-67 a 73-74

TRABES BVARS A 2.86 0.993 kg/m 238.0 675.9 8.0 5,407.3VARS B 4.82 0.993 kg/m 127.0 607.9 8.0 4,862.8VARS C 6.60 1.557 kg/m 238.0 2,445.7 8.0 19,565.9VARS D 28.53 3.973 kg/m 6.0 680.0 8.0 5,439.8VARS E 27.78 1.557 kg/m 17.0 735.3 8.0 5,882.5VARS F 27.78 1.557 kg/m 3.0 129.8 8.0 1,038.1VARS G 2.00 1.557 kg/m 114.0 355.0 8.0 2,840.0VARS H 2.00 3.973 kg/m 56.0 445.0 8.0 3,559.8VARS M 4.00 3.973 kg/m 6.0 95.4 8.0 762.8VARS I 2.94 0.993 kg/m 74.0 216.0 8.0 1,728.3VARS K 1.70 0.993 kg/m 448.0 756.3 8.0 6,050.2VARS L 0.70 0.556 kg/m 224.0 87.2 8.0 697.4

7,229.4 57,834.9










TRABES CVARS A 2.86 0.993 kg/m 240.0 681.6 8.0 5,452.8VARS B 4.82 0.993 kg/m 127.0 607.9 8.0 4,862.8VARS C 6.60 1.557 kg/m 240.0 2,466.3 8.0 19,730.3VARS D 28.68 3.973 kg/m 6.0 683.6 8.0 5,468.4VARS E 27.96 1.557 kg/m 17.0 740.1 8.0 5,920.6VARS F 27.96 1.557 kg/m 3.0 130.6 8.0 1,044.8VARS G 2.00 1.557 kg/m 114.0 355.0 8.0 2,840.0VARS H 2.00 3.973 kg/m 56.0 445.0 8.0 3,559.8VARS M 4.00 3.973 kg/m 6.0 95.4 8.0 762.8VARS I 2.94 0.993 kg/m 74.0 216.0 8.0 1,728.3VARS K 1.70 0.993 kg/m 448.0 756.3 8.0 6,050.2VARS L 0.70 0.556 kg/m 224.0 87.2 8.0 697.4

7,264.8 58,118.2



Tramo 74-75


7,230.8 7,230.8TRABES E

VARS A 2.86 0.993 kg/m 240.0 681.6 1.0 681.6VARS B 4.82 0.993 kg/m 127.0 607.9 1.0 607.9VARS C 6.60 1.557 kg/m 240.0 2,466.3 1.0 2,466.3VARS D 28.655 3.973 kg/m 6.0 683.1 1.0 683.1VARS E 27.91 1.557 kg/m 17.0 738.8 1.0 738.8VARS F 27.91 1.557 kg/m 3.0 130.4 1.0 130.4VARS G 2.00 1.557 kg/m 114.0 355.0 1.0 355.0VARS H 2.00 3.973 kg/m 56.0 445.0 1.0 445.0VARS M 4.00 3.973 kg/m 6.0 95.4 1.0 95.4VARS I 2.94 0.993 kg/m 74.0 216.0 1.0 216.0VARS K 1.70 0.993 kg/m 448.0 756.3 1.0 756.3VARS L 0.70 0.556 kg/m 224.0 87.2 1.0 87.2

7,262.8 7,262.8













Tramo 75-91 (LONG DE TRABE=27.96 m)

TRABES AVARS A 2.86 0.993 kg/m 238.0 675.9 182.0 123,017.44VARS B 4.82 0.993 kg/m 127.0 607.9 182.0 110,630.52VARS C 6.60 1.557 kg/m 238.0 2,445.7 182.0 445,124.68VARS D 28.60 3.973 kg/m 6.0 681.8 182.0 124,082.14VARS E 27.86 1.557 kg/m 17.0 737.4 182.0 134,212.26VARS F 27.86 1.557 kg/m 3.0 130.1 182.0 23,683.66VARS G 2.00 1.557 kg/m 112.0 348.8 182.0 63,476.14VARS H 2.00 3.973 kg/m 56.0 445.0 182.0 80,986.36VARS M 4.00 3.973 kg/m 6.0 95.4 182.0 17,353.70VARS I 2.94 0.993 kg/m 74.0 216.0 182.0 39,319.28VARS K 1.70 0.993 kg/m 448.0 756.3 182.0 137,641.14VARS L 0.70 0.556 kg/m 224.0 87.2 182.0 15,866.76

7,227.4 1,315,394.1












TRABES AVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.60 3.973 kg/m 6.0 681.8 0.00VARS E 27.86 1.557 kg/m 17.0 737.4 0.00VARS F 27.86 1.557 kg/m 3.0 130.1 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,227.4 0.0





7,227.4 0.0














7,227.4 0.0





7,227.4 0.0












Tramo 146-147 (LONG DE TRABE=27.93 INTRADOS m)

TRABES DVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.58 3.973 kg/m 6.0 681.3 0.00VARS E 27.91 1.557 kg/m 17.0 738.8 0.00VARS F 27.91 1.557 kg/m 3.0 130.4 0.00VARS G 2.00 1.557 kg/m 114.0 355.0 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,234.8 0.0



Tramo 146-147 (LONG DE TRABE=27.99 EXTRADOS m)

TRABES EVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.63 3.973 kg/m 6.0 682.5 0.00VARS E 27.91 1.557 kg/m 17.0 738.8 0.00VARS F 27.91 1.557 kg/m 3.0 130.4 0.00VARS G 2.00 1.557 kg/m 114.0 355.0 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,235.9 0.0












Tramo 147-148 (LONG DE TRABE=27.82m INTRADOS)

TRABES FVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.46 3.973 kg/m 6.0 678.4 0.00VARS E 27.72 1.557 kg/m 17.0 733.7 0.00VARS F 27.72 1.557 kg/m 3.0 129.5 0.00VARS G 2.00 1.557 kg/m 114.0 355.0 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,226.0 0.0



Tramo 147-148 (LONG DE TRABE=28.10 m EXTRADOS)

TRABES GVARS A 2.86 0.993 kg/m 240.0 681.6 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 240.0 2,466.3 0.00VARS D 28.74 3.973 kg/m 6.0 685.1 0.00VARS E 28.00 1.557 kg/m 17.0 741.1 0.00VARS F 28.00 1.557 kg/m 3.0 130.8 0.00VARS G 2.00 1.557 kg/m 114.0 355.0 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,267.6 0.0












Tramo 148-149 (LONG DE TRABE=27.72 m INTRADOS)

TRABES HVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.37 3.973 kg/m 6.0 676.3 0.00VARS E 27.62 1.557 kg/m 17.0 731.1 0.00VARS F 27.62 1.557 kg/m 3.0 129.0 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,214.5 0.0



Tramo 148-149 (LONG DE TRABE= 28.184 m EXTRADOS)

TRABES IVARS A 2.86 0.993 kg/m 240.0 681.6 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 240.0 2,466.3 0.00VARS D 28.82 3.973 kg/m 6.0 687.0 0.00VARS E 28.08 1.557 kg/m 17.0 743.3 0.00VARS F 28.08 1.557 kg/m 3.0 131.2 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,265.8 0.0












Tramo 149-160 (LONG DE TRABE=27.72 m INTRADOS)

TRABES BVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.32 3.973 kg/m 6.0 675.1 0.00VARS E 27.62 1.557 kg/m 17.0 731.1 0.00VARS F 27.62 1.557 kg/m 3.0 129.0 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,213.3 0.0



Tramo 149-160 (LONG DE TRABE=28.192 m EXTRADOS)

TRABES CVARS A 2.86 0.993 kg/m 240.0 681.6 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 240.0 2,466.3 0.00VARS D 28.83 3.973 kg/m 6.0 687.3 0.00VARS E 28.09 1.557 kg/m 17.0 743.5 0.00VARS F 28.09 1.557 kg/m 3.0 131.2 0.00VARS G 2.00 1.557 kg/m 114.0 355.0 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,272.5 0.0












Tramo 160-161 (LONG DE TRABE= 27.74 m INTRADOS)

TRABES JVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.41 3.973 kg/m 6.0 677.2 0.00VARS E 27.62 1.557 kg/m 17.0 731.1 0.00VARS F 27.62 1.557 kg/m 3.0 129.0 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,215.4 0.0




TRABES KVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.36 3.973 kg/m 6.0 676.1 0.00VARS E 27.62 1.557 kg/m 17.0 731.1 0.00VARS F 27.62 1.557 kg/m 3.0 129.0 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,214.2 0.0













TRABES LVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 128.0 612.6 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.50 3.973 kg/m 6.0 679.4 0.00VARS E 27.75 1.557 kg/m 17.0 734.5 0.00VARS F 27.75 1.557 kg/m 3.0 129.6 0.00VARS G 2.00 1.557 kg/m 114.0 355.0 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,232.6 0.0




TRABES MVARS A 2.86 0.993 kg/m 240.0 681.6 0.00VARS B 4.82 0.993 kg/m 128.0 612.6 0.00VARS C 6.60 1.557 kg/m 240.0 2,466.3 0.00VARS D 28.71 3.973 kg/m 6.0 684.4 0.00VARS E 27.97 1.557 kg/m 17.0 740.3 0.00VARS F 27.97 1.557 kg/m 3.0 130.7 0.00VARS G 2.00 1.557 kg/m 114.0 355.0 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,270.7 0.0













TRABES NVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.56 3.973 kg/m 6.0 680.8 0.00VARS E 27.85 1.557 kg/m 17.0 737.2 0.00VARS F 27.85 1.557 kg/m 3.0 130.1 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,226.2 0.0




TRABES OVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.62 3.973 kg/m 6.0 682.2 0.00VARS E 27.87 1.557 kg/m 17.0 737.7 0.00VARS F 27.87 1.557 kg/m 3.0 130.2 0.00VARS G 2.00 1.557 kg/m 114.0 355.0 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,234.5 0.0












Tramo 163-166 (LONG DE TRABE= 27.96 m )


7,227.4 0.0





7,227.4 0.0












Tramo 168-169 (LONG DE TRABE= 27.94 m INTRADOS )

TRABES DVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.58 3.973 kg/m 6.0 681.3 0.00VARS E 27.84 1.557 kg/m 17.0 736.9 0.00VARS F 27.84 1.557 kg/m 3.0 130.0 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,227.4 22.0 0.0



Tramo 168-169 (LONG DE TRABE= 27.98 m EXTRADOS )

TRABES EVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.63 3.973 kg/m 6.0 682.5 0.00VARS E 27.88 1.557 kg/m 17.0 738.0 0.00VARS F 27.88 1.557 kg/m 3.0 130.2 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,228.8 0.0













TRABES FVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.48 3.973 kg/m 6.0 678.9 0.00VARS E 27.73 1.557 kg/m 17.0 734.0 0.00VARS F 27.73 1.557 kg/m 3.0 129.5 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,220.5 0.0




TRABES GVARS A 2.86 0.993 kg/m 240.0 681.6 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 240.0 2,466.3 0.00VARS D 28.73 3.973 kg/m 6.0 684.9 0.00VARS E 27.98 1.557 kg/m 17.0 740.6 0.00VARS F 27.98 1.557 kg/m 3.0 130.7 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,260.5 0.0













TRABES BVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 128.0 612.6 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.44 3.973 kg/m 6.0 678.0 0.00VARS E 27.70 1.557 kg/m 17.0 733.2 0.00VARS F 27.70 1.557 kg/m 3.0 129.4 0.00VARS G 2.00 1.557 kg/m 114.0 355.0 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,229.7 0.0




TRABES CVARS A 2.86 0.993 kg/m 240.0 681.6 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 240.0 2,466.3 0.00VARS D 28.75 3.973 kg/m 6.0 685.3 0.00VARS E 28.02 1.557 kg/m 17.0 741.7 0.00VARS F 28.02 1.557 kg/m 3.0 130.9 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,262.2 0.0













TRABES HVARS A 2.86 0.993 kg/m 240.0 681.6 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 240.0 2,466.3 0.00VARS D 28.45 3.973 kg/m 6.0 678.2 0.00VARS E 27.72 1.557 kg/m 17.0 733.7 0.00VARS F 27.72 1.557 kg/m 3.0 129.5 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,245.7 0.0




TRABES IVARS A 2.86 0.993 kg/m 240.0 681.6 0.00VARS B 4.82 0.993 kg/m 128.0 612.6 0.00VARS C 6.60 1.557 kg/m 240.0 2,466.3 0.00VARS D 28.71 3.973 kg/m 6.0 684.4 0.00VARS E 27.62 1.557 kg/m 17.0 731.1 0.00VARS F 27.62 1.557 kg/m 3.0 129.0 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,253.6 0.0













TRABES JVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 128.0 612.6 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.57 3.973 kg/m 6.0 681.1 0.00VARS E 27.82 1.557 kg/m 17.0 736.4 0.00VARS F 27.82 1.557 kg/m 3.0 130.0 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,230.3 0.0




TRABES KVARS A 2.86 0.993 kg/m 238.0 675.9 0.00VARS B 4.82 0.993 kg/m 127.0 607.9 0.00VARS C 6.60 1.557 kg/m 238.0 2,445.7 0.00VARS D 28.64 3.973 kg/m 6.0 682.7 0.00VARS E 27.90 1.557 kg/m 17.0 738.5 0.00VARS F 27.90 1.557 kg/m 3.0 130.3 0.00VARS G 2.00 1.557 kg/m 112.0 348.8 0.00VARS H 2.00 3.973 kg/m 56.0 445.0 0.00VARS M 4.00 3.973 kg/m 6.0 95.4 0.00VARS I 2.94 0.993 kg/m 74.0 216.0 0.00VARS K 1.70 0.993 kg/m 448.0 756.3 0.00VARS L 0.70 0.556 kg/m 224.0 87.2 0.00

7,229.6 0.0














7,227.4 0.0





7,227.4 88.0 0.0














7,227.4 0.0





7,227.4 0.0














7,227.4 0.0





7,227.4 118.0 0.0






OBRA: Construcción del desvío Ferroviario en el vaso II de la laguna de cuyutlán en Manzanillo, Col. FECHAUNIDAD m

Contratista: TRADECO INFRAESTRUCTURA Y ASOCIADOS. EJESCONCEPTO: Ducto de PVC para paso de barras en montaje de trabes, p.u.o.t. de Ø = 2" cm en trabe CANTIDAD

MATERIALDIAMETRO L PROM

N. DE DUC LONG/TRAB NUM LONGCLAVE: TRABE TRABES TOTAL


DUCTOS 2.70 4.00 10.80 150.0 1,620.00

DUCTOS DE PVC PARA PASO DE BARRAS EN MONTAJE DE TRABES DE 2" DE DIAMETRO

f =2"









DUCTOS 2.70 4.00 10.80 182.0 1,965.60


f =2"









DUCTOS 2.70 4.00 10.80 22.0 237.60


f =2"









DUCTOS 2.70 4.00 10.80 88.0 950.40


f =2"









DUCTOS 2.70 4.00 10.80 118.0 1,274.40


f =2"




OBRA: Construcción del desvío Ferroviario en el vaso II de la laguna de cuyutlán en Manzanillo, Col. FECHA

UNIDAD Kg

Contratista: TRADECO INFRAESTRUCTURA Y ASOCIADOS. EJES

CONCEPTO: Acero de presfuerzo, p.u.o.t. L.R. ≥19,000 Kg/cm2, cables 12T15 en trabes CANTIDAD

MATERIAL DIAMETROLONGITUD

PESO UD NUM PESO NUM PESO/ELE N. ELEMEN. PESOCLAVE: UNIT (TOR)/DUC. (TOR)/DUC. DUC./ELEM KG TOTAL


ACERO DE PRESFUERZO DE L.R.=19000 Kg/cm2 APOYO 1 a 75

Tramo 1-2 a 18-19TRABE B INTRADO 27.80 1.108 kg/m 12.00 369.63 5.00 1,848.14 18.0 33,266.59TRABE C EXTRADO 28.12 1.108 kg/m 12.00 373.88 5.00 1,869.42 18.0 33,649.52

Tramo 19-20 a 23-24TRABE B INTRADO 27.80 1.108 kg/m 12.00 369.63 5.00 1,848.14 5.0 9,240.72TRABE C EXTRADO 28.12 1.108 kg/m 12.00 373.88 5.00 1,869.42 5.0 9,347.09

Tramo 24-25TRABES D INTDRO 27.89 1.108 kg/m 12.00 370.83 5.00 1,854.13 1.0 1,854.13

TRABES E EXTRADO 28.03 1.108 kg/m 12.00 372.69 5.00 1,863.43 1.0 1,863.43

Tramo 25-26 a 64-65TRABES A 27.96 1.108 kg/m 12.00 371.76 5.00 1,858.78 80.0 148,702.46

Tramo 65-66TRABES D INTDRO 27.95 1.108 kg/m 12.00 371.62 5.00 1,858.12 1.0 1,858.12

TRABES E EXTRADO 27.97 1.108 kg/m 12.00 371.89 5.00 1,859.45 1.0 1,859.45

Tramo 66-67 a 73-74TRABES BI NTRADO 27.88 1.108 kg/m 12.00 370.69 5.00 1,853.46 8.0 14,827.70TRABES C EXTRADO 28.04 1.108 kg/m 12.00 372.82 5.00 1,864.10 8.0 14,912.79

Tramo 74-75TRABES D INTRADO 27.91 1.108 kg/m 12.00 371.09 5.00 1,855.46 1.0 1,855.46TRABES E EXTRADO 28.01 1.108 kg/m 12.00 372.42 5.00 1,862.10 1.0 1,862.10

f =15mm f =15mm

f =15mm f =15mm

f =15mm f =15mm

f =15mm

f =15mm f =15mm

f =15mm f =15mm

f =15mm f =15mm





UNIDAD Kg








Tramo 116-117 TRABES A EXTRADOS 27.96 1.108 kg/m 12.00 371.76 5.00 1,858.78 0.00

Tramo 117-118TRABES A EXTRADOS 27.96 1.108 kg/m 12.00 371.76 5.00 1,858.78 0.00


Tramo 119-120 a 135-136TRABES A 27.96 1.108 kg/m 12.00 371.76 5.00 1,858.78 0.00





Tramo 146-147 TRABES D INTDRO 27.89 1.108 kg/m 12.00 370.83 5.00 1,854.13 0.00

TRABES E EXTRADO 28.03 1.108 kg/m 12.00 372.69 5.00 1,863.43 0.00

Tramo 147-148TRABES F INTRADOS 27.82 1.108 kg/m 12.00 369.89 5.00 1,849.47 0.00TRABES G EXTRADOS 28.10 1.108 kg/m 12.00 373.62 5.00 1,868.09 0.00

f =15mm

f =15mm

f =15mm

f =15mm

f =15mm

f =15mm

f =15mm

f =15mm

f =15mm

f =15mm f =15mm

f =15mm f =15mm





UNIDAD Kg







Tramo 148-149TRABES H INTRADOS 27.72 1.108 kg/m 12.00 368.57 5.00 1,842.83 0.00TRABES I EXTRADOS 28.19 1.108 kg/m 12.00 374.81 5.00 1,874.07 0.00

Tramo 149-150 a 159-160TRABE B INTRADO 27.80 1.108 kg/m 12.00 369.63 5.00 1,848.14 0.00TRABE C EXTRADO 28.12 1.108 kg/m 12.00 373.88 5.00 1,869.42 0.00

Tramo 160-161TRABES J INTRADO 27.74 1.108 kg/m 12.00 368.83 5.00 1,844.16 0.00TRABES K EXTRADO 28.17 1.108 kg/m 12.00 374.55 5.00 1,872.74 0.00

Tramo 161-162TRABES L INTRADO 27.85 1.108 kg/m 12.00 370.29 5.00 1,851.47 0.00

TRABES M EXTRADO 28.07 1.108 kg/m 12.00 373.22 5.00 1,866.09 0.00

Tramo 162-163 TRABES N INTRADOS 27.95 1.108 kg/m 12.00 371.62 5.00 1,858.12 0.00TRABES 0 EXTRADOS 27.97 1.108 kg/m 12.00 371.89 5.00 1,859.45 0.00


f =15mm f =15mm

f =15mm f =15mm

f =15mm f =15mm

f =15mm f =15mm

f =15mm f =15mm

f =15mm





UNIDAD Kg








Tramo 168-169 TRABES D INTRADOS 27.89 1.108 kg/m 12.00 370.83 5.00 1,854.13 0.00TRABES E EXTRADOS 28.03 1.108 kg/m 12.00 372.69 5.00 1,863.43 0.00



Tramo 172-173TRABES H INTRADOS 27.72 1.108 kg/m 12.00 368.57 5.00 1,842.83 0.00TRABES I EXTRADOS 28.19 1.108 kg/m 12.00 374.81 5.00 1,874.07 0.00

Tramo 173-174TRABES J INTRADO 27.74 1.108 kg/m 12.00 368.83 5.00 1,844.16 0.00TRABES K EXTRADO 28.17 1.108 kg/m 12.00 374.55 5.00 1,872.74 0.00


f =15mm

f =15mm f =15mm

f =15mm f =15mm

f =15mm f =15mm

f =15mm f =15mm

f =15mm f =15mm

f =15mm





UNIDAD Kg







Tramo 177-178 a 220-221TRABES A 27.96 1.108 kg/m 12.00 371.76 5.00 1,858.78 86.0 159,855.15 f =15mm





UNIDAD Kg







Tramo 221-222 TRABES D INTRADOS 27.89 1.108 kg/m 12.00 370.83 5.00 1,854.13 0.00TRABES E EXTRADOS 28.03 1.108 kg/m 12.00 372.69 5.00 1,863.43 0.00




Tramo 249-250TRABE A EXTRADOS 27.96 1.108 kg/m 12.00 371.76 5.00 1,858.78 0.00TRABE B INTRADOS 27.97 1.108 kg/m 12.00 371.89 5.00 1,859.45 0.00

Tramo 250-251TRABES A EXTRADOS 27.96 1.108 kg/m 12.00 371.76 5.00 1,858.78 0.00TRABES C INTRADOS 27.99 1.108 kg/m 12.00 372.16 5.00 1,860.78 0.00

TRABES Y 27.99 1.108 kg/m 12.00 372.16 5.00 1,860.78 0.00

Tramo 251-252TRABES A EXTRADOS 27.96 1.108 kg/m 12.00 371.76 5.00 1,858.78 0.00TRABES D INTRADOS 26.38 1.108 kg/m 12.00 350.75 5.00 1,753.74 0.00

TRABES Z 28.04 1.108 kg/m 12.00 372.82 5.00 1,864.10 0.00


f =15mm f =15mm

f =15mm f =15mm

f =15mm f =15mm

f =15mm

f =15mm f =15mm

f =15mm f =15mm f =15mm

f =15mm f =15mm f =15mm

f =15mm





UNIDAD Kg





Tramo 262-263TRABES A EXTRADOS 27.96 1.108 kg/m 12.00 371.76 5.00 1,858.78 0.00TRABES D INTRADOS 25.89 1.108 kg/m 12.00 344.23 5.00 1,721.17 0.00

TRABES Z 28.02 1.108 kg/m 12.00 372.55 5.00 1,862.77 0.00

Tramo 263-264TRABES A EXTRADOS 27.96 1.108 kg/m 12.00 371.76 5.00 1,858.78 0.00TRABES C INTRADOS 28.21 1.108 kg/m 12.00 375.08 5.00 1,875.40 0.00

TRABES Y 28.02 1.108 kg/m 12.00 372.55 5.00 1,862.77 0.00

Tramo 264-265TRABES A EXTRADOS 27.96 1.108 kg/m 12.00 371.76 5.00 1,858.78 0.00TRABES B INTRADOS 27.97 1.108 kg/m 12.00 371.89 5.00 1,859.45 0.00

Tramo 265-266 a 277-278TRABE A 27.96 1.108 kg/m 12.00 371.76 5.00 1,858.78 0.00

Tramo 278-279TRABES D EXTRADOS 27.82 1.108 kg/m 12.00 369.89 5.00 1,849.47 0.00TRABES E EXTRADOS 28.10 1.108 kg/m 12.00 373.62 5.00 1,868.09 0.00

Tramo 279-280 a 281-282TRABES B EXTRADOS 27.54 1.108 kg/m 12.00 366.17 5.00 1,830.86 0.00TRABES C EXTRADOS 28.36 1.108 kg/m 12.00 377.07 5.00 1,885.37 118.0 222,473.99

f =15mm f =15mm f =15mm

f =15mm f =15mm f =15mm

f =15mm f =15mm

f =15mm

f =15mm f =15mm

f =15mm f =15mm





Contratista: TRADECO INFRAESTRUCTURA Y ASOCIADOS. EJESCONCEPTO: Acero de presfuerzo, p.u.o.t. L.R. ≥19,000 Kg/cm2, cables 12T13 en losa CANTIDAD


PESO UD NUM PESO NUM PESO/ELE N. ELEM. PESOCLAVE: UNIT (TOR)/DUC. (TOR)/DUC. DUC./ELEM TOTAL



Tramo 1-2 a 74-75LOSATORONES 8.00 0.75 kg/m 12.00 72.00 56.00 4,032.0 74 298,368.0 f =13mm










Tramo 75-76 a 165-166LOSATORONES 8.00 0.75 kg/m 12.00 72.00 56.00 4,193.3 25 104,832.5 f =13mm










Tramo 166-167 a 176-177LOSATORONES 8.00 0.75 kg/m 12.00 72.00 56.00 4,032.0 0.0 f =13mm










Tramo 177-178 a 220-221LOSATORONES 8.00 0.75 kg/m 12.00 72.00 56.00 4,032.0 0.0 f =13mm











LOSATORONES 8.00 0.75 kg/m 12.00 72.00 56.00 4,032.0 0.0

Tramo 221-222LOSATORONES 8.18 0.75 kg/m 12.00 73.62 56.00 4,122.7 0.0






f =13mm

f =13mm

f =13mm

f =13mm

f =13mm

f =13mm

f =13mm




FECHAUNIDAD m2

EJES

CANTIDAD

MATERIAL ANCHO AREA NUM AREACLAVE: A1 A2 (m2) TRAMOS TOTAL

SUPER-ESTRUCTURA TRAMO VIAPOYO 1 a 75

MALLA GALVANIZADA p.u.o.t. CALIBRE 10

0.30 0.30 0.81 74 59.9



CONCEPTO: Malla galvanizada, p.u.o.t. calibre 10 en: zona de drenes




FECHAUNIDAD m2

EJES

CANTIDAD





SUPER-ESTRUCTURA TRAMO VIIAPOYO 75 a 166


0.30 0.30 0.81 90 72.9




FECHAUNIDAD m2

EJES

CANTIDAD





SUPER-ESTRUCTURA TRAMO VIIIAPOYO 166-177


0.30 0.30 0.81 11 8.9




FECHAUNIDAD m2

EJES

CANTIDAD





SUPER-ESTRUCTURA TRAMO IXAPOYO 177-221


0.30 0.30 0.81 42 34.0




FECHAUNIDAD m2

EJES

CANTIDAD





SUPER-ESTRUCTURA TRAMO XAPOYO 221-282


0.30 0.30 0.81 16 13.0



__________________________DIRECCION EJECUTIVA DE OBRA.

FECHAUNIDAD Pza

EJESCANTIDAD

MATERIAL DIAMETRO LONGITUD (m) N. DE DUC LONG/LOSA NUM PIEZASCLAVE: L1 L PROM LOSA LOSAS TOTAL


TRAMOS DE 1-2 A 74-75DRENES 0.70 9.00 6.30 74.0 666.00

666.00

OBRA: Construcción del desvío Ferroviario en el vaso II de la laguna de cuyutlán en Manzanillo, Col.Contratista: TRADECO INFRAESTRUCTURA Y ASOCIADOS.CONCEPTO: Dren de PVC de 3" de diámetro L= 70cm, p.u.o.t. en Losas

DRENE DE PVC DE 3" DE DIAMETRO L=70cm EN LOSAS

f =3"




FECHAUNIDAD Pza

EJESCANTIDAD




DRENE DE PVC DE 3" DE DIAMETRO L=70cm EN APOYO 76 a 166


810.00

f =3"




FECHAUNIDAD Pza

EJESCANTIDAD






99.00

f =3"




FECHAUNIDAD Pza

EJESCANTIDAD






378.00

f =3"




FECHAUNIDAD Pza

EJESCANTIDAD





TRAMOS DE 221-222 a 270-271DRENES 0.70 9.00 6.30 16.0 144.00

144.00

f =3"




FECHAUNIDAD Pza

EJESCANTIDAD

CANTIDAD

MATERIAL N. DE PZAS N. DE PZAS NUM PZAS.CLAVE: PILOTE APOYO APOYOS TOTALES

- SUBESTRUCTURA TRAMO VIAPOYO TIPO TETRON FIJO DEL APOYO 1 AL 75

APOYO N.1APOYOS 1.00 2.00 1.00 2.00

APOYO N.2 A APOYO N.75APOYOS 1.00 2.00 74.00 148.00

SUMA= 150.00APOYO TIPO TETRON MOVIL

APOYO N.2 A APOYO N.75APOYOS

1.00 2.00 74.00 148.00

SUMA= 148.00



CONCEPTO: Apoyo tipo TETRON o similar p.u.o.t., fijo con capacidad vertical =350 Ton, capacidad horizontal 100 Ton

CONCEPTO: Apoyo tipo TETRON o similar p.u.o.t., movil con capacidad vertical =350 Ton, capacidad horizontal 100 Ton, rotación long. 016 rad y desplazamiento longitudinal ± 40 mm




FECHAUNIDAD Pza

EJESCANTIDAD

CANTIDAD






- SUBESTRUCTURA

APOYO TIPO TETRON FIJO TRAMO VIIDEL APOYO 76 AL 166


SUMA= 182.00APOYO TIPO TETRON MOVIL

APOYO N.76 A APOYO N.166

APOYOS1.00 2.00 90.25 180.50

SUMA= 180.50




FECHAUNIDAD Pza

EJESCANTIDAD

CANTIDAD






- SUBESTRUCTURA

APOYO TIPO TETRON FIJO TRAMO VIIIDEL APOYO 167 AL 177


SUMA= 22.00

APOYO TIPO TETRON MOVIL


SUMA= 22.00




FECHAUNIDAD Pza

EJESCANTIDAD

CANTIDAD






- SUBESTRUCTURA

APOYO TIPO TETRON FIJO TRAMO IXDEL APOYO 178 AL 221


SUMA= 87.00



SUMA= 87.00




FECHAUNIDAD Pza

EJESCANTIDAD

CANTIDAD






- SUBESTRUCTURA TRAMO X

APOYO TIPO TETRON FIJO DEL APOYO 222 AL 271


SUMA= 92.50


APOYO N.221 A APOYO N.281APOYOS 1.00 2.00 0.00

APOYO N.271APOYOS 1.00 2.00 0.00

SUMA= 0.00




FECHAUNIDAD Pza

EJESCANTIDAD

MATERIALLONGITUD ANCHO

ESPESOR VOL(dm3) NUM. VOL(dm3)CLAVE: TOPE TOPES TOTAL

- SUBESTRUCTURA TRAMO VIDEL APOYO 1 AL 75

APOYO N.1 A APOYO N.74

NEOPRENOS 6.00 2.00 0.20 2.40 294.0 705.60

OBRA: Construcción del desvío Ferroviario en el vaso II de la laguna de cuyutlán en Manzanillo, Col.Contratista: TRADECO INFRAESTRUCTURA Y ASOCIADOS.

CONCEPTO: Neopreno dureza Shore 60, ASTM-D2240 P.U.O.T. en topes laterales




FECHAUNIDAD Pza

EJESCANTIDAD





- SUBESTRUCTURA TRAMO VIIDEL APOYO 75 AL 166

APOYO N.75 A APOYO N.166NEOPRENOS 6.00 4.00 0.20 4.80 0.0 0.00




FECHAUNIDAD Pza

EJESCANTIDAD





- SUBESTRUCTURA TRAMO VIIIDEL APOYO 166 AL 177





FECHAUNIDAD Pza

EJESCANTIDAD





- SUBESTRUCTURA TRAMO IXDEL APOYO 177 AL 221

APOYO N.177 Al APOYO N.221NEOPRENOS 6.00 4.00 0.20 4.80 0.0 0.00




FECHAUNIDAD Pza

EJESCANTIDAD





- SUBESTRUCTURA TRAMO XDEL APOYO 221 AL 282







MATERIALLONGITUD

N. DE JUNTASLONG TOT.CLAVE:


TAPA JUNTA DE ACERO ESTRUCTURAL A-36 GALVANIZADO A BASE DE PL DE 4" x 3/8" APOYO 1 a 75Y ANGULOS DE 3" x 3" x 3/8"

TRAMOS DE 1-2 A 74-75TAPA JUNTA 6.20 75.00 465

CONCEPTO: Tapa junta de acero estructural A-36 galvanizado, p.u.o.t. a base de PL de 4" x 3/8" y angulos de 3" x3" x 3/8"






MATERIALLONGITUD





TRAMOS DE 75-76 A 165-166TAPA JUNTA 6.20 91.00 564.2






MATERIALLONGITUD








__________________________ DIRECCION EJECUTIVA DE OBRA

FECHAUNIDAD m3

EJESCANTIDAD

MATERIALANCHO LONGITUD

AREAALTURA

VOL NUM VOLCLAVE: (m2) (m3) (pzas) TOTAL


CONCRETO DE F´C = 300 KG/CM2 EN LOSAS DE TRANSICION

CABALLETE 1 LOSA 6.60 8.00 52.80 0.48 25.34 1 25.3

REMATES 0.30 0.30 0.09 0.45 0.04 4 0.2


CONCEPTO: Concreto hidráulico simple p.u.o.t. de f'c= 300 Kg/cm2 en: Losa de transición




FECHAUNIDAD m3

EJESCANTIDAD

MATERIALANCHO LONGITUD

AREAALTURA

VOL NUM VOLCLAVE: (m2) (m3) (pzas) TOTAL


CONCRETO DE F´C = 300 KG/CM2 EN LOSAS DE TRANSICION

CABALLETE 282LOSA 6.60 8.00 52.80 0.48 25.34 1 25.3

REMATES 0.30 0.30 0.09 0.45 0.04 4 0.2


CONCEPTO: Concreto hidráulico simple p.u.o.t. de f'c= 300 Kg/cm2 en: Losa de transición




FECHA

UNIDAD Kg

EJES

CANTIDAD

MATERIAL PESO VAR. UD. NUM PESOCLAVE: (ml) (pzas) TOTAL(Kg)

- SUPERESTRUCTURA TRAMO VIACERO DE REFUERZO DE f`y=4200 Kg/cm2 LOSAS DE TRANSICION EN CABALLETE 1

LOSAVARS A 8.16 8.938 kg/m 43 3,136.17VARS B 8.32 2.223 kg/m 53 980.25VARS C 8.32 2.223 kg/m 22 406.90VARS D 6.92 2.223 kg/m 27 415.35VARS E 6.62 2.223 kg/m 6 88.30VARS E1 2.27 0.993 kg/m 113 254.71VARS F 8.02 2.223 kg/m 12 213.94

SUMA POR LOSA= 5,495.6



CONCEPTO: Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Losa de transición

DIAMETRO DE VAR.

LONGITUD DE VAR.

f =12c (3/2") f = 6c (3/4") f = 6c (3/4") f = 6c (3/4") f = 6c (3/4") f = 4c (1/2") f = 6c (3/4")




FECHA

UNIDAD Kg

EJES

CANTIDAD

MATERIAL PESO VAR. UD. NUM PESOCLAVE: (ml) (pzas) TOTAL(Kg)

- SUPERESTRUCTURA TRAMO XACERO DE REFUERZO DE f`y=4200 Kg/cm2 LOSAS DE TRANSICION EN CABALLETE 282

LOSAVARS A 8.16 8.938 kg/m 43 3,136.17VARS B 8.32 2.223 kg/m 53 980.25VARS C 8.32 2.223 kg/m 22 406.90VARS D 6.92 2.223 kg/m 27 415.35VARS E 6.62 2.223 kg/m 6 88.30VARS E1 2.27 0.993 kg/m 113 254.71VARS F 8.02 2.223 kg/m 12 213.94

SUMA POR LOSA= 5,495.6



CONCEPTO: Acero de refuerzo p.u.o.t. fy≥ 4200 Kg/cm2 en: Losa de transición

DIAMETRO DE VAR.

LONGITUD DE VAR.

f =12c (3/2") f = 6c (3/4") f = 6c (3/4") f = 6c (3/4") f = 6c (3/4") f = 4c (1/2") f = 6c (3/4")

actualizacion++concentrado tramos 7%2c8%2c9%2c10+con+reprog iii.xls+novo

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