Prestressed Concrete Bridge DWG Detail for AutoCAD

Prestressed Concrete Bridge DWG Detail for AutoCAD

Details – specifications – sizing – Construction cuts

Drawing labels, details, and other text information extracted from the CAD file (Translated from Spanish):

height, var, plant, elevation, l. unit., l. total, weight, reinforcement scheme, var, pos, no bars, maximum flow of cresidas, maximum flow, minimum flow, posterior concreting, diaphragm, item, securing and shoring, cleaning and clearing, setting out structures, installation of work, unit , quantity, description, summary of quantities, poor concrete, formwork for stirrups, expansion joints, prefabricated ballast, drainage pipes, simple concrete type head, neoprene support, cyclopean concrete, beam formwork, post-tensioned cable, post-tensioning accessories , beams tensioning, launching, slab formwork, planimetry, notes, – check reinforcement length in field., – measurements in meters, – bar diameters in mm, separations in cm, – estimated admissible stress corresponding to sandstone, you should verify the value in the field, type section, sheet number, consultants: code, project readjustment, project manager, designer, revised, approved, by, date, scale, description, revision, signature, name, indicated, ing., front elevation stirrups, top view stirrups, crowning, neoprene, support die, beam screen, leveling with ho., side elevation stirrups, maximum level of cresidas, quartzose sandstone type, neoprene simple, beam, abutment, start, bridge, end, typical section of the abutment, main body of the abutment, partial, bending scheme, pos., iron sheet, quantity, left abutment, plurinational state of bolivia, municipal autonomous government, high beni, department: la paz, province: caranavi, section: alto beni, community: loma linda, compacted sand, compacted gravel, geotextile, neoprene, no scale, armor, dimensions, easel, without scale, var., coordinates decablesvi ga, spreadsheet of iron, – for post-tensioning reinforcement using steel, description, unit, lifting tube, structural steel, beam section aa, anchor block, beam section bb, slab, cut aa, bb cut, detail d and balustrade, detail of drainage, sidewalk, road axis, central slab reinforcement, neoprene simlpe, head, support shaft slab, – dimensions in meters, – rolling layer emptied monolithically with the slab, balustrade, expansion joint, lightened plastoform, slab and central sidewalk, diaphragms, distribution of reinforcements, cable layout, detail anchor, drainage, end, compression table, railing post, armor, waiting, diaphragm, section dd, section ee

Raw text data extracted from CAD file:

0,30 -74.69918003219348 0.00 0.15 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 13.80 Cable 1 40.73 40.00 36.02 31.66 27.66 24.01 20.72 17.78 15.19 12.96 11.08 9.56 8.39 7.57 7.11 7.00 Cable 2 71.16 70.00 63.66 56.73 50.37 44.56 39.32 34.64 30.53 26.98 23.99 21.57 19.71 18.41 17.68 17.50 Cable 3 101.60 100.00 91.25 81.68 72.88 64.87 57.63 51.17 45.49 40.59 36.47 33.12 30.55 28.76 27.75 27.50 Altura [cm] Dist. [m] 0.00 0.15 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 12.80 Cable 1 37.72 37.00 33.10 28.87 25.00 21.52 18.41 15.67 13.31 11.32 9.71 8.47 7.61 7.12 7.00 Cable 2 68.18 67.00 60.57 53.58 47.21 41.45 36.32 31.80 27.91 24.63 21.97 19.93 18.50 17.70 17.50 Cable 3 98.66 97.00 87.97 78.16 69.21 61.13 53.92 47.58 42.11 37.51 33.77 30.91 28.91 27.78 27.50 Altura [cm] Dist. [m] 1 2 9 3055 402 1a 447 1 6 50 13 13 25 25 10 10 2 427 5 40 8 107 40 55 6 6 21 21 10 10 3 447 8a 8b 427 7 10 13 169 10 50 169 10 var 10 10a 169 V1=43 V2=18 53 10 10 2.5 2.5 9 15 11 11 10 10 10 14 10 11 11 10 10 10 113 10 10 10 10 48 10 6a 13 12 87 412 4a 4 11 23 23 11a 31 11 11 32 11 17 11 18 12 12 30 30 24 11 38 11 11 34 169 11 17 17 11 13 10 11 13 4b 457 PLANTA 20 11 20 11 2 ELEVACION 16 11b 18 11 22 11 11 41 11c 23 23 11 11 17 11 11a 11b 11c 5a 44 11 17 11 28 11 17 11 24 11 13 715 1200 1200 30 30 L. Unit. L. Total Peso ESQUEMA DE ARMADURA [m] [m] [Kg] 1 16 2 26.92 53.84 84.98 1a 16 4 12.00 48.00 75.76 2 10 2 26.40 52.80 32.55 3 10 8 26.16 209.28 129.03 4 10 6 26.40 158.40 97.66 5 10 121 1.34 162.14 99.97 6 10 121 1.94 234.74 144.73 7 10 168 3.05 512.40 315.91 8 10 20 3.69 73.80 45.50 8a 10 14 VAR 23.75 14.64 9 10 16 2.10 33.60 20.72 10 10 80 0.69 55.20 34.03 11 10 8 0.99 7.92 4.88 12 10 2 7.29 14.58 8.99 13 10 2 7.05 14.10 8.69 1173.94 Pos f Nº PESO TOTAL (+5%) KG L. Unit. L. Total Peso ESQUEMA DE ARMADURA [m] [m] [Kg] 1 16 40 4.29 171.60 270.84 2 16 27 6.29 169.83 268.05 3 16 33 4.55 150.15 236.99 4 16 29 4.90 142.10 224.28 5 20 6 5.02 30.12 74.28 6 20 4 2.07 8.28 20.42 7 20 4 2.98 11.92 29.40 8 20 4 3.88 15.52 38.27 9 20 4 4.25 17.00 41.92 10 20 12 4.73 56.76 139.98 11 20 6 4.97 29.82 73.54 12 10 26 VAR 74.10 45.69 13 10 16 1.55 24.86 15.33 14 20 10 8.57 85.70 211.35 15 10 52 2.49 129.48 79.83 16 10 6 1.81 10.86 6.70 17 10 6 1.85 11.10 6.84 18 12 4 1.42 5.66 5.03 19 10 8 0.75 6.00 3.70 20 12 20 2.70 54.00 47.94 21 16 10 3.51 35.10 55.40 22 16 6 3.51 21.06 33.24 23 12 20 0.89 17.78 15.79 VAR 24 16 18 0.97 17.46 27.56 25 10 20 0.97 19.40 11.96 26 20 8 7.64 61.12 150.73 27 10 10 14.37 143.70 88.60 28 10 60 1.75 104.70 64.55 VAR 29 10 38 4.41 46.76 28.83 30 10 16 2.32 37.12 22.89 31 10 12 4.37 52.44 32.33 32 0.00 0.00 33 0.00 0.00 34 0.00 0.00 35 0.00 0.00 36 0.00 0.00 37 0.00 0.00 38 0.00 0.00 2490.85 Pos f Nº PESO TOTAL (+5%) KG L. Unit. L. Total Peso ESQUEMA DE ARMADURA [m] [m] [Kg] 1 16 40 4.29 171.60 270.84 2 16 27 6.29 169.83 268.05 3 16 33 4.55 150.15 236.99 4 16 29 4.90 142.10 224.28 5 20 6 5.02 30.12 74.28 6 20 4 2.07 8.28 20.42 7 20 4 2.98 11.92 29.40 8 20 4 3.88 15.52 38.27 9 20 4 4.25 17.00 41.92 10 20 12 4.73 56.76 139.98 11 20 6 4.97 29.82 73.54 12 10 26 VAR 74.10 45.69 13 10 16 1.55 24.86 15.33 14 20 10 8.57 85.70 211.35 15 10 52 2.49 129.48 79.83 16 10 6 1.81 10.86 6.70 17 10 6 1.85 11.10 6.84 18 12 4 1.42 5.66 5.03 19 10 8 0.75 6.00 3.70 20 12 20 2.70 54.00 47.94 21 16 10 3.51 35.10 55.40 22 16 6 3.51 21.06 33.24 23 12 20 0.89 17.78 15.79 VAR 24 16 18 0.97 17.46 27.56 25 10 20 0.97 19.40 11.96 26 20 8 7.64 61.12 150.73 27 10 10 14.37 143.70 88.60 28 10 60 1.75 104.70 64.55 VAR 29 10 38 4.41 46.76 28.83 30 10 16 2.32 37.12 22.89 31 10 12 4.37 52.44 32.33 32 0.00 0.00 33 0.00 0.00 34 0.00 0.00 35 0.00 0.00 36 0.00 0.00 37 0.00 0.00 38 0.00 0.00 2490.85 Pos f Nº PESO TOTAL (+5%) KG L. Unit. L. Total Peso ESQUEMA DE ARMADURA [m] [m] [Kg] 1 16 40 4.29 171.60 270.84 2 16 27 6.29 169.83 268.05 3 16 33 4.55 150.15 236.99 4 16 29 4.90 142.10 224.28 5 20 6 5.02 30.12 74.28 6 20 4 2.07 8.28 20.42 7 20 4 2.98 11.92 29.40 8 20 4 3.88 15.52 38.27 9 20 4 4.25 17.00 41.92 10 20 12 4.73 56.76 139.98 11 20 6 4.97 29.82 73.54 12 10 26 VAR 74.10 45.69 13 10 16 1.55 24.86 15.33 14 20 10 8.57 85.70 211.35 15 10 52 2.49 129.48 79.83 16 10 6 1.81 10.86 6.70 17 10 6 1.85 11.10 6.84 18 12 4 1.42 5.66 5.03 19 10 8 0.75 6.00 3.70 20 12 20 2.70 54.00 47.94 21 16 10 3.51 35.10 55.40 22 16 6 3.51 21.06 33.24 23 12 20 0.89 17.78 15.79 VAR 24 16 18 0.97 17.46 27.56 25 10 20 0.97 19.40 11.96 26 20 8 7.64 61.12 150.73 27 10 10 14.37 143.70 88.60 28 10 60 1.75 104.70 64.55 VAR 29 10 38 4.41 46.76 28.83 30 10 16 2.32 37.12 22.89 31 10 12 4.37 52.44 32.33 32 0.00 0.00 33 0.00 0.00 34 0.00 0.00 35 0.00 0.00 36 0.00 0.00 37 0.00 0.00 38 0.00 0.00 2490.85 Pos f Nº PESO TOTAL (+5%) KG L. Unit. L. Total Peso ESQUEMA DE ARMADURA [m] [m] [Kg] 1 16 40 4.29 171.60 270.84 2 16 27 6.29 169.83 268.05 3 16 33 4.59 151.47 239.07 4 16 29 4.90 142.10 224.28 5 25 8 10.41 83.28 320.91 6 20 4 3.30 13.20 32.55 7 20 4 5.52 22.08 54.45 8 20 4 7.74 30.96 76.35 9 20 4 9.01 36.04 88.88 10 20 12 10.12 121.44 299.49 11 20 6 10.36 62.16 153.30 12 10 31 3.15 97.65 60.20 VAR 13 10 26 1.83 47.58 29.33 14 20 10 7.46 74.60 183.97 15 10 52 2.49 129.48 79.83 16 10 6 1.81 10.86 6.70 17 10 6 1.85 11.10 6.84 18 12 4 1.42 5.66 5.03 19 10 8 0.75 6.00 3.70 20 12 20 2.70 54.00 47.94 21 16 10 3.51 35.10 55.40 22 16 6 3.51 21.06 33.24 23 12 20 0.89 17.78 15.79 VAR 24 16 18 0.97 17.46 27.56 25 10 20 0.97 19.40 11.96 26 20 8 6.53 52.24 128.83 27 10 10 13.25 132.50 81.69 28 10 60 1.75 104.70 64.55 VAR 29 10 33 4.41 46.76 28.83 30 10 16 2.32 37.12 22.89 31 10 12 4.37 52.44 32.33 32 20 10 3.28 32.80 80.89 33 10 7 2.65 18.55 11.44 34 10 2 3.04 6.08 3.75 35 0.00 0.00 36 0.00 0.00 37 0.00 0.00 38 0.00 0.00 3203.41 Pos f Nº PESO TOTAL (+5%) KG L. Unit. L. Total Peso ESQUEMA DE ARMADURA [m] [m] [Kg] 1 16 40 4.29 171.60 270.84 2 16 27 6.29 169.83 268.05 3 16 33 4.59 151.47 239.07 4 16 29 4.90 142.10 224.28 5 25 8 10.41 83.28 320.91 6 20 4 3.30 13.20 32.55 7 20 4 5.52 22.08 54.45 8 20 4 7.74 30.96 76.35 9 20 4 9.01 36.04 88.88 10 20 12 10.12 121.44 299.49 11 20 6 10.36 62.16 153.30 12 10 31 3.15 97.65 60.20 VAR 13 10 26 1.83 47.58 29.33 14 20 10 7.46 74.60 183.97 15 10 52 2.49 129.48 79.83 16 10 6 1.81 10.86 6.70 17 10 6 1.85 11.10 6.84 18 12 4 1.42 5.66 5.03 19 10 8 0.75 6.00 3.70 20 12 20 2.70 54.00 47.94 21 16 10 3.51 35.10 55.40 22 16 6 3.51 21.06 33.24 23 12 20 0.89 17.78 15.79 VAR 24 16 18 0.97 17.46 27.56 25 10 20 0.97 19.40 11.96 26 20 8 6.53 52.24 128.83 27 10 10 13.25 132.50 81.69 28 10 60 1.75 104.70 64.55 VAR 29 10 33 4.41 46.76 28.83 30 10 16 2.32 37.12 22.89 31 10 12 4.37 52.44 32.33 32 20 10 3.28 32.80 80.89 33 10 7 2.65 18.55 11.44 34 10 2 3.04 6.08 3.75 35 0.00 0.00 36 0.00 0.00 37 0.00 0.00 38 0.00 0.00 3203.41 Pos f Nº PESO TOTAL (+5%) KG L. Unit. L. Total Peso ESQUEMA DE ARMADURA [m] [m] [Kg] 1 16 40 4.29 171.60 270.84 2 16 27 6.29 169.83 268.05 3 16 33 4.59 151.47 239.07 4 16 29 4.90 142.10 224.28 5 25 8 10.41 83.28 320.91 6 20 4 3.30 13.20 32.55 7 20 4 5.52 22.08 54.45 8 20 4 7.74 30.96 76.35 9 20 4 9.01 36.04 88.88 10 20 12 10.12 121.44 299.49 11 20 6 10.36 62.16 153.30 12 10 31 3.15 97.65 60.20 VAR 13 10 26 1.83 47.58 29.33 14 20 10 7.46 74.60 183.97 15 10 52 2.49 129.48 79.83 16 10 6 1.81 10.86 6.70 17 10 6 1.85 11.10 6.84 18 12 4 1.42 5.66 5.03 19 10 8 0.75 6.00 3.70 20 12 20 2.70 54.00 47.94 21 16 10 3.51 35.10 55.40 22 16 6 3.51 21.06 33.24 23 12 20 0.89 17.78 15.79 VAR 24 16 18 0.97 17.46 27.56 25 10 20 0.97 19.40 11.96 26 20 8 6.53 52.24 128.83 27 10 10 13.25 132.50 81.69 28 10 60 1.75 104.70 64.55 VAR 29 10 33 4.41 46.76 28.83 30 10 16 2.32 37.12 22.89 31 10 12 4.37 52.44 32.33 32 20 10 3.28 32.80 80.89 33 10 7 2.65 18.55 11.44 34 10 2 3.04 6.08 3.75 35 0.00 0.00 36 0.00 0.00 37 0.00 0.00 38 0.00 0.00 3203.41 Pos f Nº PESO TOTAL (+5%) KG L. Unit. L. Total Peso ESQUEMA DE ARMADURA [m] [m] [Kg] 1 12 125 VAR 521.92 463.37 2 12 125 VAR 500.61 444.45 3 10 125 VAR 500.61 308.65 4 10 250 1.81 452.50 278.98 5 20 6 VAR 158.59 391.11 6 10 8 VAR 209.54 129.19 7 10 6 VAR 155.77 96.04 8 10 53 VAR 942.49 581.08 9 10 54 VAR 979.38 603.82 10 20 3 2.33 6.99 17.24 11 10 7 1.65 11.55 7.12 12 10 4 2.28 9.12 5.62 13 20 6 3.01 18.06 44.54 14 10 16 VAR 38.04 23.45 15 10 4 1.47 5.88 3.63 16 10 8 2.13 17.04 10.51 17 10 4 1.93 7.72 4.76 18 10 14 VAR 12.74 7.85 19 20 8 VAR 43.24 106.64 3704.45 Pos f Nº PESO TOTAL (+5%) KG L. Unit. L. Total Peso ESQUEMA DE ARMADURA [m] [m] [Kg] 1 16 40 3.29 131.60 207.71 2 16 18 2.89 52.02 82.11 3 16 25 5.89 147.25 232.41 4 16 46 0.90 41.40 65.34 5 16 50 2.14 107.00 168.88 6 16 16 3.90 62.40 98.49 7 16 17 6.19 105.23 166.09 8 10 5 2.35 11.75 7.24 9 20 8 2.16 17.28 42.62 10 20 12 2.16 25.92 63.92 11 10 26 2.35 61.10 37.67 12 10 12 6.09 73.08 45.06 14 20 10 8.57 85.70 211.35 15 10 52 2.49 129.48 79.83 16 10 6 1.81 10.86 6.70 17 10 6 1.85 11.10 6.84 18 12 4 1.42 5.66 5.03 19 10 8 0.75 6.00 3.70 20 12 20 2.70 54.00 47.94 21 16 10 3.51 35.10 55.40 22 16 6 3.51 21.06 33.24 23 12 20 0.89 17.78 15.79 VAR 24 16 18 0.97 17.46 27.56 25 10 20 0.97 19.40 11.96 26 20 8 7.64 61.12 150.73 27 10 10 14.37 143.70 88.60 28 10 60 1.75 104.70 64.55 VAR 29 10 38 4.41 46.76 28.83 30 10 16 2.32 37.12 22.89 31 10 12 4.37 52.44 32.33 32 0.00 0.00 33 0.00 0.00 34 0.00 0.00 35 0.00 0.00 36 0.00 0.00 No Barras 37 0.00 0.00 38 0.00 0.00 2216.33 Pos f Nº PESO TOTAL (+5%) KG 550 560 0+000 0+100 562.4 553.4 557.1 559.5 560.0 0+050 0+150 555 Nivel Minimo - h = 0.22 mts. Nivel Maximo - h = 0.82 mts. Nivel Maximo de cresidas - h = 6.67 mts. Caudal Maximo de cresidas Qc = 62.78 M3/s Caudal Maximo Qmax = 1.93 M3/s Caudal Minimo Qmin = 0.49 M3/s 5.88 2.74 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 \A1;2.20 \A1;2.20 \A1;2.20 \A1;2.20 \A1;0.90 \A1;2.13 \A1;1.70 \A1;30.00 \A1;2.20 \A1;2.20 \A1;2.20 \A1;2.20 \A1;2.20 \A1;2.20 \A1;2.20 \A1;0.05 \A1;0.23 \A1;2.20 \A1;0.20 \A1;0.20 \A1;2.56 \A1;4.00 \A1;2.15 \A1;0.90 \A1;0.15 \A1;0.12 \A1;0.32 \A1;0.32 \A1;0.80 \A1;5.11 \A1;1.10 \A1;2.00 \A1;2.00 \A1;0.25 \A1;2.20 \A1;1.60 \A1;0.60 \A1;1.02 \A1;2.56 \A1;1.02 \A1;4.60 \A1;5.10 \A1;0.25 \A1;4.60 \A1;0.25 \A1;1.02 \A1;2.56 \A1;1.02 \A1;2.00 \A1;1.10 \A1;1.10 \A1;2.00 \A1;0.25 \A1;2.00 \A1;2.20 \A1;1.60 \A1;0.60 \A1;5.10 \A1;0.25 \A1;3.60 \A1;0.25 \A1;2.30 \A1;0.60 \A1;2.50 \A1;0.90 \A1;1.00 \A1;0.60 \A1;2.00 \A1;0.25 \A1;5.10 \A1;2.50 \A1;0.55 \A1;4.60 \A1;0.25 \A1;0.25 \A1;2.83 \A1;2.72 \A1;0.33 \A1;0.33 \A1;0.33 \A1;0.33 \A1;0.01 \A1;0.08 \A1;0.24 \A1;0.02 \A1;0.04 \A1;0.32 \A1;0.26 \A1;4.50 \A1;0.33 \A1;0.33 \A1;0.33 \A1;0.33 \A1;0.33 \A1;0.33 \A1;0.33 \A1;0.33 \A1;0.03 \A1;0.03 \A1;0.03 \A1;0.14 \A1;0.03 \A1;0.24 \A1;1.30 \A1;0.30 \A1;0.55 \A1;0.12 \A1;4.30 \A1;0.02 \A1;2.00 \A1;0.25 \A1;0.67 \A1;0.30 \A1;0.33 \A1;0.50 \A1;0.05 \A1;0.35 \A1;0.15 \A1;0.15 \A1;0.40 \A1;0.25 \A1;0.05 \A1;0.35 \A1;0.25 \A1;0.08 \A1;0.30 \A1;0.30 \A1;Var. \A1;0.10 \A1;0.30 \A1;15.00 \A1;15.00 \A1;7.50 \A1;7.50 \A1;7.50 \A1;7.50 \A1;30.00 Hormiganado Posterior Diafragma -584.9057487408281 -584.9057487408281 Diafragma Hormiganado Posterior Diafragma -584.9057487408281 -584.9057487408281 -584.9057487408281 -584.9057487408281 -584.9057487408281 -584.9057487408281 \A1;0.30 \A1;1.10 \A1;0.35 \A1;2.11 \A1;94 Ø10 c/20 Pos. 9 \15.72 \A1;Pos.10 5 Ø 10 c/15 \A1;1.69 \A1;0.13 \A1;0.13 \A1;0.13 \A1;0.17 \A1;0.13 \A1;0.13 \A1;0.13 \A1;94 Ø10 c/20 Pos.7 2x94 Ø10 c/20 Pos.8 <15.72> \A1;94 Ø10 c/20 Pos.10 15.72 \A1;2.11 \A1;0.08 \A1;Pos.21 2x5 Ø 10 c/15 \A1;0.51 \A1;0.42 \A1;1.01 \A1;0.84 \A1;0.17 \A1;0.08 \A1;1.05 \A1;1.05 \A1;7.50 \A1;30.00 \A1;7.50 \A1;7.50 \A1;7.50 \A1;2x45 Ø10 c/15 Pos.11 11.29 m. \A1;0.21 \A1;2x45 Ø10 c/15 Pos.11 11.29 m. \A1;0.11 \A1;2x94 Ø10 c/20 Pos.11 15.72 \A1;0.21 \A1;45 Ø10 c/15 Pos.10 11.29 m. \A1;0.11 \A1;56 Ø10 c/15 Pos. 9 13.99 m. \A1;56 Ø10 c/15 Pos. 9 13.99 m. \A1;48 Ø10 c/15 Pos.7 2x48 Ø10 c/15 Pos.8 11.97 m. \A1;0.21 \A1;0.21 \A1;48 Ø10 c/15 Pos.7 2x48 Ø10 c/15 Pos.8 11.97 m. \A1;0.11 \A1;0.11 \A1;0.51 \A1;0.42 \A1;Pos.21 2x5 Ø 10 c/15 \A1;0.51 \A1;45 Ø10 c/15 Pos.10 11.29 m. \A1;0.34 \A1; \A1;Pos.10 5 Ø 10 c/15 \A1;1.69 \A1;0.13 \A1;0.13 \A1;0.13 \A1;Pos.21 2x5 Ø 10 c/15 \A1;0.17 \A1;1.05 \A1;1.01 \A1;0.84 \A1;0.15 \A1;0.08 \A1;0.34 \A1;0.08 \A1;0.15 \A1;0.80 \A1;0.28 \A1;0.12 \A1;1.18 \A1;0.34 \A1;0.50 \A1;104° \A1;130° \A1;103° \A1;90° \A1;90° \A1;90° \A1;90° \A1;90° \A1;90° \A1;90° \A1;90° \A1;90° \A1;59° \A1;74° \A1;104° \A1;102° \A1;107° \A1;90° \A1;90° \A1;90° \A1;103° \A1;90° \A1;167° \A1;135° \A1;135° \A1;90° \A1;125° \A1;125° \A1;121° \A1;90° \A1;0.50 \A1;0.50 \A1;0.50 \A1;0.50 \A1;0.50 \A1;0.60 \A1;0.60 \A1;0.60 \A1;0.02 \A1;0.20 \A1;0.05 \A1;1.70 \A1;0.40 \A1;0.35 \A1;0.35 \A1;7 Ø 10 c/25 Pos.22 \A1;7 Ø 10 c/25 Pos.22 \A1;4 Ø 10 Pos.5 \A1;4 Ø 10 Pos.5 \A1;1.38 \A1;3 Ø10 Pos.5 \A1;4 Ø12 Pos.2 \A1;3 Ø10 Pos.5 \A1;0.20 \A1;7 Ø 10 c/25 Pos.22 \A1;7 Ø 10 c/25 Pos.22 \A1;6 Ø 16 Pos.6 \A1;4 Ø 10 Pos.5 \A1;4 Ø 10 Pos.5 \A1;0.13 \A1;1.38 \A1;6 Ø 16 Pos.6 \A1;6 Ø 10 c/25 Pos.3 \A1;2 Ø 10 Pos.4 \A1;6 Ø 10 c/25 Pos.3 \A1;0.18 \A1;4 Ø 10 Pos.5 \A1;4 Ø 10 Pos.5 \A1;3 Ø10 Pos.5 \A1;4 Ø12 Pos.2 \A1;3 Ø10 Pos.5 \A1;0.20 \A1;2 Ø 10 Pos.4 0.06 0.35 0.30 0.05 \A1;0.12 \A1;0.55 \A1;0.55 \A1;4.49 \A1;1.55 \A1;2.50 \A1;Losa central L = 6.57 m. \A1;21.88 \A1;0.31 \A1;0.31 \A1;0.31 \A1;0.31 \A1;0.31 \A1;0.31 \A1;0.31 \A1;0.31 \A1;0.50 \A1;95° \A1;90° \A1;90° \A1;90° \A1;.50 \A1;.50 \A1;.50 \A1;.50 \A1;.50 \A1;.50 \A1;.50 \A1;.50 \A1;.50 \A1;.50 \A1;.50 \A1;.50 \A1;.50 \A1;.50 \A1;90° \A1;90° \A1;90° \A1;90° \A1;90° \A1;90° \A1;103° \A1;103° \A1;0.30 \A1;0.40 \A1;0.75 \A1;1.10 \A1;1.70 \A1;1.10 \A1;Pos.10 5 Ø10 c/15 \A1;20.06 \A1;20.06 \A1;1.01 \A1;0.38 \A1;0.13 \A1;0.59 \A1;2.02 \A1;0.17 \A1;15.00 \A1;103° \A1;1.70 \A1;0.80 \A1;0.60 \A1;1.58 \A1;0.10 \A1;0.10 \A1;0.80 \A1;0.10 \A1;1.15 \A1;0.20 \A1;0.60 \A1;0.20 \A1;1.38 \A1;0.10 \A1;1.70 \A1;0.80 \A1;0.60 \A1;0.10 \A1;0.10 \A1;0.60 \A1;2.22 \A1;0.02 \A1;0.12 \A1;0.12 \A1;0.32 \A1;0.32 \A1;0.15 \A1;0.90 \A1;0.43 \A1;5.57 \A1;5.60 \A1;0.80 \A1;30.00 \A1;0.60 \A1;7.50 \A1;7.50 \A1;7.50 \A1;7.50 \A1;60.00 \A1;15.00 \A1;30.00 \A1;0.30 \A1;1.10 \A1;0.35 \A1;7.50 \A1;0.20 \A1;0.05 \A1;0.02 \A1;0.30 \A1;5.75 \A1;15.00 \A1;0.20 \A1;1.15 \A1;0.10 \A1;0.60 \A1;1.70 \A1;0.80 \A1;14.70 \A1;1.70 \A1;0.80 \A1;0.60 \A1;1.58 \A1;0.10 \A1;0.10 \A1;2.56 \A1;4.00 \A1;2.00 \A1;2.00 \A1;0.15 \A1;0.80 \A1;0.30 \A1;0.80 \A1;0.20 \A1;0.30 \A1;5.60 \A1;2.56 \A1;4.00 \A1;2.00 \A1;2.00 \A1;0.15 \A1;0.80 \A1;0.15 \A1;0.80 \A1;0.20 \A1;0.30 \A1;5.60 \A1;2x13 d10 c/15 Pos.9 1.41 m. \A1;0.25 \A1;4d16 Pos.8 \A1;4d16 Pos.7 \A1;0.16 \A1;2x13 d10 c/15 Pos.9 \A1;4d16 Pos.8 \A1;0.65 \A1;0.65 \A1;0.15 \A1;0.62 \A1;0.04 \A1;0.20 \A1;0.02 \A1;0.30 \A1;0.15 \A1;0.30 \A1;0.70 \A1;2.05 \A1;0.65 \A1;0.65 \A1;0.15 \A1;0.62 \A1;0.02 \A1;0.20 \A1;0.04 \A1;0.30 \A1;0.15 \A1;0.30 \A1;0.70 \A1;1.03 \A1;1.70 \A1;1.61 ITEM 50.55 ENTIBADO Y APUNTALAMIENTO N6 N5 N4 [m2] 125,80 LIMPIEXA Y DESBROCE N3 [m2] 135,80 REPLANTEO DE ESTRUCTURAS N2 [Glb] 1 INSTALACION DE FAENAS N1 UNIDAD CANTIDAD DESCRIPCION RESUMEN DE CANTIDADES A) INFRAESTRUCTURA [m3] 7.20 HORMIGON POBRE N7 ENCOFRADO PARA ESTRIBOS 22,80 [m2] S9 JUNTAS DE DILATACION S2 S7 S10 S11 B) SUPERESTRUCTURA RESUMEN DE CANTIDADES DESCRIPCION H°S° TIPO A ACERO ESTRUCTURAL G-60 BARANDADO PREFABRICADO TUBOS DE DRENAJE ITEM 10.81 [m] CANTIDAD UNIDAD 29.18 4891,09 [Kg] 51.20 [m] 7.20 [m] 549 552 552 555 558 558 558 561 561 0+020.00 0+040.00 0+060.00 0+080.00 0+100.00 PC = 0+010.28 PT = 0+035.50 PC = 0+095.74 554.000 666409.000 8274961.000 LM_01 LM_02 554.479 666372.988 8274967.548 [m3] 115,20 EXCAVACION DE 0-3M C/AGOTAMIENTO [m3] 48.55 HORMIGON SIMPLE TIPO A CABEZAL N9 N8 [pza] 4.00 APOYO DE NEOPRENO N10 N11 ACERO ESTRUCTURAL G 60 5411,28 [Kg] [m3] 25.26 HORMIGON CICLOPEO [m2] S1 ENCOFRADO PARA VIGA 51.20 [m2] [m3] CABLE POSTENSADO ACCESORIOS DE POSTENSADO TESADO DE VIGAS [m] [pza] [pza] LANZAMIENTO [pza] S8 ENCOFRADO PARA LOSA [m2] S3 S4 S5 S6 85.22 4.00 2.00 2.00 138,40 Pascal@Hmg18 C L 5 5 PLANIMIETRIA ESC 1:200 NOTAS - Acero fyk > 4200 Kg/cm2 (AASHTO acero A-615-grado 60) - Recubrimiento = 5cm. - Verificar longitud de armadura en campo. - Medidas en metros. - Carga móvil: Camión tipo H-20-44 mayorado en 33% - Diseño de acuerdo a especificaciones para puentes AASHTO LRFD 2004 - Hormigón f'ck > 350 Kg/cm2. - Diámetros de barras en mm, separaciones en cm - Tension admisible estimada correspondiente a roca arenisca curzosa con un valor de 2.50 [kg/cm2] como valor minimo se debera verificar el valor en campo 5 5 5 5 5 5 5 5 5 SECCION TIPO ESC 1:50 2 /4 LOMA LINDA" Nº LAMINA CONSULTORES: CODIGO "CONSTRUCCION PUENTE VEHICULAR READECUACION PROYECTO DIRECTOR DE PROYECTO PROYECTISTA REVISADO APROBADO POR APROBADO FECHA Nº ESCALA DESCRIPCION REVISION FECHA FIRMA NOMBRE INDICADA Ing. Ing. Ing. Ing. Pascal@Hmg18 5 5 5 5 0.25 5 5 5 5 5 5 5 ELEVACION FRONTAL ESTRIBOS ESC 1:50 ELEVACION FRONTAL ESTRIBOS ESC 1:50 VISTA EN PLANTA ESTRIBOS ESC 1:50 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Coronamiento d16 c/20 Pos.19 Coronamiento d16 c/20 Pos.18 2x4\U+220510 Pos.30 2x4\U+220510 Pos.29 2x8\U+220510 Pos.28 DETALLE 2 ESC 1:25 Neopreno Dado de Apoyo Pantalla de Viga Nivelación con Ho. tipo "E" e=0.10 ELEVACION LATERAL ESTRIBOS ESC 1:50 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 ELEVACION ESC 1:100 Nivel Maximo de cresidas Caudal Maximo de cresidas Qc = 62.78 M3/s N.A.M.E. 553.60 msnm. 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 roca tipo arenizca cuarzosa arcilla limosa nivel aprox 0.6 [m] Neopreno Simple V I G A ESTRIBO 552.80 5 5 5 5 565 560 555 550 0+040.00 Elev=556.15 0+050.00 Elev=553.17 0+060.00 Elev=550.40 0+070.00 Elev=550.41 0+080.00 Elev=554.04 0+090.00 Elev=556.23 565 560 555 550 565 560 555 550 0+042.73 Elev=555.14 0+079.33 Elev=553.84 POZO 1 POZO 2 5 0+047.12 Elev=556.04 INICIO PUENTE FINAL PUENTE 0+077.12 Elev=556.04 N.A.M. 551.50 msnm. N.A.O. 550.80 msnm. 5 5 ESC 1: 25 SECCION TIPICA DEL ESTRIBO CUERPO PRINCIPAL DEL ESTRIBO ESC 1:25 Parcial Long. c/u Peso [m] [Kg] ESQUEMA DE DOBLADO 1 2 3 4 5 6 7 8 9 10 11 12 Ø Pos. [mm] PLANILLA DE FIERROS Cantidad 13 14 PESO TOTAL [Kg] + 10% perdidas= ESTRIBO IZQUIERDO Pos.14 Pos.13 0.15 Pos.12 0.30 0.30 Pos.11 0.72 Pos.10 5.00 Pos.9 0.30 0.30 1.00 0.20 0.30 Pos.8 2.00 0.30 Pos.7 1.60 Pos.6 5.00 0.25 Pos.5 0.3 2.00 Pos.4 5.00 0.90 1.00 0.15 Pos.3 0.60 0.15 Pos.2 5.00 Pos.1 2.36 0.15 10 12 10 16 12 16 16 16 10 16 10 20 12 20 32 68 8 50 6 50 50 26 36 50 26 50 26 50 5.00 2.35 5.00 1.32 5.00 1.60 2.50 1.90 2.00 5.55 5.00 2.80 5.00 2.66 160.00 159.80 40.00 66.00 30.00 80.0 125.00 49.40 72.00 277.50 130.00 140.00 133.00 133.00 93.60 142.22 23.40 102.96 26.70 124.80 195.00 77.06 42.12 432.90 76.05 345.80 115.70 328.51 3063.50 0.15 5.00 2.20 5.00 ESTADO PLURINACIONAL DE BOLIVIA GOBIERNO AUTONOMO MUNICIPAL ALTO BENI DEPARTAMENTO: LA PAZ PROVINCIA: CARANAVI SECCION: ALTO BENI COMUNIDAD: LOMA LINDA 1/4 LOMA LINDA" Nº LAMINA CONSULTORES: CODIGO "CONSTRUCCION PUENTE VEHICULAR READECUACION PROYECTO DIRECTOR DE PROYECTO PROYECTISTA REVISADO APROBADO POR APROBADO FECHA Nº ESCALA DESCRIPCION REVISION FECHA FIRMA NOMBRE INDICADA Ing. Ing. Ing. Ing. ESTADO PLURINACIONAL DE BOLIVIA GOBIERNO AUTONOMO MUNICIPAL ALTO BENI DEPARTAMENTO: LA PAZ PROVINCIA: CARANAVI SECCION: ALTO BENI COMUNIDAD: LOMA LINDA d12c/20 Pos. 2 d10c/30 Pos.14 d12c/15 Pos.13 2d10c/30 Pos.14 3d10 c/25 Pos.12 d20c/20 Pos.3 d20c/20 Pos. 1 d16c/20 Pos.8 d16c/40 Pos.7 d12c/20 Pos.5 d10c/25 Pos.6 d12c/20 Pos.4 d12c/20 Pos.4 d12c/20 Pos.15 d16 c/20 Pos.5 d16c/40 Pos. 7 d12c/25 Pos. 6 d12c/25 Pos. 6 d12c/20 Pos. 2 d20c/20 Pos. 2 d12 c/20 Pos.5 d16 c/20 Pos.5 d16 c/20 Pos.5 d16c/20 Pos.9 d16c/20 Pos.11 d10c/10 Pos. 6 d10c/10 Pos. 6 Arena compactada Grava compactada Geotextil 5 5 5 5 5 1% 0.67 5 0.30 5 DETALLE DE LOSA DE TRANSICI\U+00D3N \fArial|b0|i1|c238|p34;\H0.5x;Escala 1:75 5 4 planchuelas metálicas esp. = 2 mm sep. = 12 mm recubrimiento: lateral= 5 mm sup. e inf.= 3 mm NEOPRENO Sin Escala \W6.24326; CAJETÍN DE APOYO INTERNO \W9.21296; Escala 1:20 4F10 3F10 ARMADURA 5 5 5 \A1;Altura apoyo interno 0.12 m 5 DIMENSIONES 6F10 32 33 34 5 5 5 5 5 5 5 \A1;Neopreno Compuesto 0.40x0.25x0.05 \W3.34232; DETALLE APOYO \W3.34232; EXTERNO - LATERAL \W9.04093; Escala 1:20 0.30 0.30 CABALLETE Sin escala Var. F16 c/100 15 16 17 18 10 12 12 12 32 108 108 50 2.72 2.35 2.35 2.35 87.04 253.80 253.80 117.50 50.92 225.88 225.88 104.58 5 37° Pos.15 0.15 2.20 Pos.16 0.15 2.20 Pos.17 0.15 2.20 Pos.18 5.00 Pos.19 5.00 19 10 32 2.72 87.04 50.92 C O O R D E N A D A S D E C A B L E S V I G A Cable 1 Cable 2 Cable 3 Anclaje Pos. 22 5 5 5 5 5 5 5 5 5 Hormiganado Posterior 5 94 Ø10 c/20 Pos. 9 \15.72 Pos.10 5 Ø 10 c/15 5 5 5 5 5 5 5 5 94 Ø10 c/20 Pos.7 2x94 Ø10 c/20 Pos.8 <15.72> 94 Ø10 c/20 Pos.10 15.72 5 5 Pos.21 2x5 Ø 10 c/15 2x6 Ø 10 Pos.3 2x7 Ø 10 Pos.5 4 Ø 10 Pos.1 2x2 Ø 10 Pos.4 Pos.19 2x3 Ø 10 c/15 2x4 Ø 10 c/15 Pos.18 Pos.18 Pos.19 Pos.11 2x2 Ø 10 c/15 Pos.20 Pos.20 Pos.9 Pos.10 Pos.8 Pos.7 5 5 2x7 Ø 10 Pos.5 5 5 2x6 Ø 10 Pos.3 2x7 Ø 10 Pos.5 Pos.10 Pos.8 2x2 Ø 10 Pos.4 Pos.11 Pos.9 Pos.21 Pos.7 2x3 Ø 10 c/15 Pos.19 Pos.20 2x2 Ø 10 c/15 Pos.18 Pos.19 Pos.20 5 5 2x4 Ø 10 c/15 Pos.18 Pos.22 5 5 2x6 Ø 10 Pos.3 2x2 Ø 10 Pos.4 Pos.22 5 5 5 5 5 4 Ø 12 Pos.2 2x45 Ø10 c/15 Pos.11 <> 5 2x45 Ø10 c/15 Pos.11 <> 5 2x94 Ø10 c/20 Pos.11 15.72 5 45 Ø10 c/15 Pos.10 <> 5 56 Ø10 c/15 Pos. 9 <> 56 Ø10 c/15 Pos. 9 <> 48 Ø10 c/15 Pos.7 2x48 Ø10 c/15 Pos.8 <> 5 5 48 Ø10 c/15 Pos.7 2x48 Ø10 c/15 Pos.8 <> 5 5 5 4 Ø 10 Pos.1 4 Ø 10 Pos.1 4 Ø 10 Pos.1 5 2x7 Ø 10 Pos.5 Pos.8 Pos.7 Pos.9 Pos.10 Pos.11 Pos.11 Pos.6 Pos.7 Pos.8 DETALLE 1 A A B B Pos.10 5 Ø10 c/15 Pos.21 2x5 Ø 10 c/15 Pos.21 4 Ø 12 Pos.2 4 Ø 12 Pos.12 4 Ø 12 Pos.13 4 Ø 12 Pos.14 4 Ø 12 Pos.15 4 Ø 10 Pos.16 6 Ø 12 Pos.17 6 Ø16 Pos.6 Diafragma Diafragma Diafragma 6 Ø16 Pos.6 C C C C C C 6 Ø16 Pos.6 5 5 5 5 45 Ø10 c/15 Pos.10 <> 5 5 5 5 4 Ø 12 Pos.2 4 Ø 12 Pos.12 4 Ø 12 Pos.13 4 Ø 12 Pos.14 4 Ø 12 Pos.15 4 Ø 10 Pos.16 6 Ø 12 Pos.17 Pos.10 5 Ø 10 c/15 5 5 5 5 Pos.21 2x5 Ø 10 c/15 Pos.21 2x3 Ø 10 c/15 Pos.19 Pos.20 2x2 Ø 10 c/15 Pos.18 Pos.19 Pos.20 5 2x4 Ø 10 c/15 Pos.18 Pos.22 5 4 Ø 12 Pos.2 5 4 Ø 10 Pos.1 5 2x7 Ø 10 Pos.5 Pos.6 DETALLE 1 5 4 Ø 12 Pos.2 4 Ø 12 Pos.12 4 Ø 12 Pos.13 4 Ø 12 Pos.14 4 Ø 12 Pos.15 4 Ø 10 Pos.16 6 Ø 12 Pos.17 PLANTA 5 5 5 5 5 5 5 5 5 5 Diafragma Cable 3 Cable 2 Cable 1 Diafragma <> 5 2.14 2.14 2.14 .35 .35 .45 .45 .55 .55 .10 0.50 1.20 5 V I G A Parcial PLANILLA DE FIERROS [Kg] [m] Cantidad [mm] Pos. Peso Long. c/u Ø ESQUEMA DE DOBLADO 1 2 3 4 5 6 7 2978.64 PESO TOTAL [Kg] = 9 10 11 12 13 14 15 16 17 17a 18 19 20 21 22 8 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 .07 .38 .59 .40 Pos.21 .92 .54 Pos.14 .54 .24 .14 0.50 0.50 1.20 0.50 11.9 Pos.5 11.9 11.9 0.50 0.50 11.9 Pos.3 10.80 11.9 0.60 1.50 0.60 0.60 Pos.22 1.76 .10 .47 11.9 2.14 2.14 2.14 Pos.18 Pos.20 Pos.19 Pos.1 11.9 11.9 11.90 11.90 11.90 Pos.6 Pos.4 10.30 11.90 11.90 2.13 .10 .07 .38 1.37 .22 .54 .24 .14 .72 .43 Pos.8 .16 .47 .44 .12 .56 .12 .44 1.89 .08 .50 Pos.17 .24 1.09 .87 .54 .54 .58 .25 .63 0.15 0.46 1.60 .10 .04 .11 .45 .39 1.24 Pos.15 Pos.13 Pos.16 Pos.17a Pos.12 Pos.2 Pos.7 Pos.10 Pos.11 Pos.9 10 10 10 10 10 10 12 12 12 12 12 12 12 10 10 10 10 10 16 10 10 10 12 28 20 8 12 16 6 6 8 8 8 8 8 368 194 206 380 190 6 14 4 12 8 4 37.20 1.76 1.41 2.84 3.04 3.24 2.29 2.47 1.74 1.33 1.46 1.41 1.37 2.35 2.24 2.06 1.31 2.62 36.90 36.90 34.10 34.60 1.24 148.80 49.28 28.20 22.72 36.48 51.84 13.74 14.82 13.92 10.64 11.68 11.28 10.96 864.80 434.56 424.36 497.80 497.80 221.40 516.60 136.40 415.20 9.92 91.74 30.38 17.39 14.01 22.49 31.96 12.20 13.16 12.36 9.45 10.37 10.01 9.73 533.18 267.92 261.63 306.91 306.91 349.44 318.50 84.10 255.99 8.81 NOTAS - Acero fyk > 4200 Kg/cm2 (AASHTO LRFD acero A-615-grado 60) - Acero de pretensado f's = 1898 MPa - Tensión de tesado 1436.40 MPa en una sola etapa - Para armadura de postensado usar acero duro CP-190-RB-12.7 cables 12 d12.5 (AASHTO acero A416 grado 270). - Usar Vaina Flexible d EXT:=70 mm. - Sistema "STUP"de postensado usra gato K-VS-6 (Seccion del piston=300cm2) - Postensado de cables con 28 DIAS. - Recubrimiento = 2.5cm. - Verificar longitud de armadura en campo. - Medidas en metros. - Carga móvil: Camión tipo HS 20 mayorado en 33% - Diseño de acuerdo a especificaciones para puentes AASHTO LRFD 2004 - Hormigón f'ck > 350 Kg/cm2. - Diámetros de barras en mm, separaciones en cm Hormigón simple tipo "P" Cantidad Descripción m3 Unidad 80.76 CANTIDADES VIGA V35C Acero Grado 270 para Pretensado kg 4174.57 Tubo para Izado ml 3.60 Acero estructural kg 8973.22 5 5 5 5 5 5 5 Cable 1 Cable 2 Cable 3 Cable 2 Cable 1 Cable 3 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Cable 1 Cable 2 Cable 3 5 5 5 5 ESC: 1:25 SECCION VIGA A-A ESC. 1:25 BLOQUE DE ANCLAJE ESC 1:25 SECCION VIGA B-B 7 Ø 10 c/25 Pos.22 7 Ø 10 c/25 Pos.22 4 Ø 10 Pos.5 4 Ø 10 Pos.5 5 2x6 Ø10 Pos.19 2x6 Ø10 Pos.19 Capa de Rodadura -2% 3 Ø10 Pos.5 Pos.9 4 Ø12 Pos.2 3 Ø10 Pos.5 Pos.21 2x10 Ø10 Estr.206 Ø10 Pos.10 E 194 Ø10 Losa Capa de Rodadura -2% 5 ESC: 1:25 CORTE A-A 7 Ø 10 c/25 Pos.22 7 Ø 10 c/25 Pos.22 6 Ø 16 Pos.6 4 Ø 10 Pos.5 4 Ø 10 Pos.5 5 2x4 Ø10 Pos.20 5 5 Cable 1 Cable 2 Cable 3 ESC 1:25 CORTE B-B 6 Ø 16 Pos.6 6 Ø 10 c/25 Pos.3 2 Ø 10 Pos.4 Estr. 190 Ø10 Pos.7 6 Ø 10 c/25 Pos.3 368 Ø10 Pos.11 5 4 Ø 10 Pos.5 4 Ø 10 Pos.5 Capa de Rodadura -2% 3 Ø10 Pos.5 4 Ø12 Pos.2 3 Ø10 Pos.5 Losa Capa de Rodadura -2% Losa 5 Pos.10 Estr.194 Ø10 Pos.8 Estr.380 Ø10 2 Ø 10 Pos.4 Estr.206 Ø10 Pos.9 5 5 5 5 5 5 5 5 5 5 5 5 ESC. 1:15 DETALLE DE BARANDADO DETALLE DE DRENAJE ESC. 1:10 5 7 Ø10 Pos. 6 Pos. 6 7 Ø10 ACERA 7 Ø10 Pos. 6 Ø10 c/15 Pos 4 Ø10 c/15 Pos 2 Ø10 c/15 Pos 2 Ø10 c/15 Pos 4 7 Ø10 Estr. Ø10 c/14 Pos. 10 5 5 5 5 4 3 2 5 4 3 2 1 1 Eje de Via Pos. 5 Pos. 5 Pos. 10 Estr. Ø10 c/14 Pos. 9 Pos. 6 7 Ø10 Estr. Ø10 c/14 Ø12 c/13 Pos. 6 7 Ø10 Pos. 6 Ø10 c/13 Pos. 9 Estr. Ø10 c/14 Ø12 c/15 Pos 1 Ø12 c/15 Pos 3 Ø10 c/15 Pos 2 Ø10 c/15 Pos 4 Eje de Via Drenaje d4" c/2.50m. Drenaje d4" c/2.50m. ACERA <> 5 Losa central <> ARMADURA DE LOSA CENTRAL ESC 1:50 Neopreno Simlpe Neopreno Simlpe Cabezal Cabezal Eje de Apoyo Losa Eje de Apoyo Losa Eje de Apoyo Losa Neopreno Simlpe Neopreno Simlpe 5 5 5 5 5 5 5 5 5 5 5 5 5 5 - Diseño de acuerdo a especificaciones para puentes AASHTO 96 - Carga móvil: Camión tipo HS 20 morado en 33% - Hormigón simple tipo "A" f'ck > 210 Kg/cm2. - Acero fyk > 4200 Kg/cm2 (AASHTO LRFD acero A-615-grado 60) - Dimensiones en metros NOTAS - Diámetros de barras en mm, separaciones en cm - Recubrimiento 0.025 m - Capa rodadura vaciada monolíticamente con la losa Hormigón simple tipo "A" Cantidad Descripción m3 Unidad 80.43 CANTIDADES VIGA V35C Barandado ml 71.20 Acero estructural kg 12,122.59 Junta de dilatación 17.40 ml Tubos de drenaje PVC 4" 15.00 ml Alivianado de plastoform 5.63 m3 7196.86 945.86 1656.59 806.31 505.98 217.08 62.02 124.05 433.92 490.52 1954.52 1534.15 1865.92 1307.80 569.92 352.10 100.60 201.20 703.80 795.60 2201.50 9.25 25.15 7.84 25.15 1.04 25.15 25.15 25.15 1.38 1.56 238 61 238 52 548 14 4 8 510 510 12 10 12 10 12 10 10 10 10 10 .18 .24 .42 .16 .18 .10 5 5 Losa y Acera Central Parcial PLANILLA DE FIERROS [Kg] [m] Cantidad [mm] Pos. Peso Long. c/u Ø ESQUEMA DE DOBLADO 5 5 PESO TOTAL [Kg] = Pos.9 1.35 11.90 11.90 .50 .50 .50 Pos.8 11.90 1.35 11.90 11.90 .50 .50 .50 Pos.7 11.90 11.90 11.90 .50 .50 Pos.6 11.90 .10 .10 1.35 11.90 11.90 .50 .50 .50 Pos.4 11.90 1.35 11.90 11.90 .50 .50 .50 10 9 8 7 6 5 4 3 2 1 .40 .07 .84 Pos.5 Pos.2 11.90 .10 .10 8.46 Pos.1 Diafragmas 12 12 12 12 10 10 10 16 16 10 10 12 12 10 10 PESO TOTAL [Kg] = 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 5 5 5 5 5 5 5 5 2.12 2.12 Pos.11 1.90 Pos.9 1.90 Pos.8 6.70 Pos.7 .37 .35 1.20 1.80 Pos.3 1.10 1.60 Pos.10 .10 .10 .15 .15 .25 .25 .55 .55 1.95 Pos.6 .37 .18 .35 Pos.5 Pos.4 Pos.2 Pos.1 16 16 8 8 66 44 260 40 20 36 162 80 40 204 102 1.60 3.11 3.11 3.11 3.11 4.74 4.94 2.10 2.10 7.30 3.05 1.64 1.20 1.80 1.10 49.76 49.76 24.88 24.88 312.84 217.36 546.00 84.00 146.00 109.80 265.68 96.00 72.00 224.40 163.20 100.62 44.18 44.18 22.09 22.09 192.88 134.01 336.63 132.58 230.44 67.70 163.80 85.23 63.92 138.35 1778.69 3 / 4 LOMA LINDA" Nº LAMINA CONSULTORES: CODIGO "CONSTRUCCION PUENTE VEHICULAR READECUACION PROYECTO DIRECTOR DE PROYECTO PROYECTISTA REVISADO APROBADO POR APROBADO FECHA Nº ESCALA DESCRIPCION REVISION FECHA FIRMA NOMBRE INDICADA Ing. Ing. Ing. Ing. Pascal@Hmg18 ESTADO PLURINACIONAL DE BOLIVIA GOBIERNO AUTONOMO MUNICIPAL ALTO BENI DEPARTAMENTO: LA PAZ PROVINCIA: CARANAVI SECCION: ALTO BENI COMUNIDAD: LOMA LINDA 4 / 4 LOMA LINDA" Nº LAMINA CONSULTORES: CODIGO "CONSTRUCCION PUENTE VEHICULAR READECUACION PROYECTO DIRECTOR DE PROYECTO PROYECTISTA REVISADO APROBADO POR APROBADO FECHA Nº ESCALA DESCRIPCION REVISION FECHA FIRMA NOMBRE INDICADA Ing. Ing. Ing. Ing. Pascal@Hmg18 ESTADO PLURINACIONAL DE BOLIVIA GOBIERNO AUTONOMO MUNICIPAL ALTO BENI DEPARTAMENTO: LA PAZ PROVINCIA: CARANAVI SECCION: ALTO BENI COMUNIDAD: LOMA LINDA Hormiganado Posterior Diafragma 5 5 Diafragma Hormiganado Posterior Diafragma 5 5 5 5 5 5 DISTRIBUCION DE ARMADURAS ESC 1:50 Cable 1 Cable 2 Cable 3 Hormiganado Posterior Diafragma 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Anclaje Pos. 22 5 5 5 5 5 5 5 5 Cable 2 Cable 1 Cable 3 Diafragma DISPOSICION DE LOS CABLES ESC 1:50 DETALLE ANCLAJE ESC 1:25 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 VIGA 2 VIGA 1 Drenaje Tubo PVC d4" Tubo PVC d4" Drenaje 5 5 Losa e=20cm. Capa de Rodadura -2% Losa e=20cm. Capa de Rodadura -2% de Extremos Diafragma Mesa de Compresion 5 5 Mesa de Compresion 5 5 Poste Baranda Poste Baranda 5 2x13 d10 c/15 Pos. 9 9 d10 c/20 Pos.10 Armadura Ø10 c/15 Pos.1 Ø10 Pos.2 de Espera 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 VIGA 2 VIGA 1 Drenaje Tubo PVC d4" Tubo PVC d4" Drenaje 5 5 Losa e=20cm. Capa de Rodadura -2% Losa e=20cm. Capa de Rodadura -2% de Extremos Diafragma Mesa de Compresion 5 5 Mesa de Compresion 5 5 Poste Baranda Poste Baranda 5 2x13 d10 c/15 Pos. 9 9 d10 c/20 Pos.10 Armadura Ø10 c/15 Pos.1 Ø10 Pos.2 de Espera 5 Pos.9 2x13 d10 c/15 Estr. 22x2 d10 Losa DIAFRAGMA 2x13 d10 c/15 Pos.9 <> 0.25 ESC. 1:25 SECCION D-D 4d16 Pos.8 4d16 Pos.7 5 Pos.10 SECCION E-E ESC. 1:25 2x13 d10 c/15 Pos.9 Estr. 22x3 d10 Pos.11 DIAFRAGMA Losa 2x13 d10 c/15 Pos.9 \A1;4d16 Pos.7 4d16 Pos.8 5 5

Language	Spanish
Drawing Type	Detail
Category	Roads, Bridges and Dams
Additional Screenshots
File Type	dwg
Materials	Concrete, Steel, Other
Measurement Units	Metric
Footprint Area
Building Features
Tags	autocad, bridge, concrete, construction, cuts, DETAIL, details, DWG, prestressed, sizing, specifications