Project Peatonal Bridge DWG Full Project for AutoCAD

Project of bridge with all details and technical specifications

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

welding plate vs rods, plane :, key pl :, vobo :, review :, revision :, scale :, drawing :, calculation :, date :, acot :, client :, location :, work :, key work :, file :, lifting hooks, plant, elevation, geometry, armed, acc.for handrail, plant, cut aa, armed nose, handrail, sketch, type, total, weight, l tot, l var, n.pza., steel structural, esp. sketch, mesh, kg., tot weight, use, prestrain, hoisting, enductados

Raw text data extracted from CAD file:

\A1;150 4 5 7 8 19.1 15.9 12.7 9.5 t (mm) S (mm) SOLDADURA PLACA Vs VARILLAS t S S PLANO: CLAVE PL: VoBo: REVISO: REVISION: ESCALA: DIBUJO: CALCULO: FECHA: ACOT: CLIENTE: UBICACION: FECHA: OBRA: CLAVE OBRA: ARCHIVO: \A1;75 \A1;75 \A1;1840 \A1;150 \A1;32 \A1;1701 \A1;107 \A1;65 \A1;25 \A1;90 \A1;65 \A1;25 \A1;90 \A1;50 \A1;50 \A1;32 \A1;150 \A1;107 \A1;7 \A1;10 \A1;73 \A1;20 \A1;54.5 \A1;10 \A1;21 \A1;10 \A1;54.5 \A1;150 \A1;90 \A1;90 \A1;65 \A1;65 \A1;5 \A1;20 \A1;20 \A1;20 \A1;20 \A1;5 \A1;75 \A1;75 \A1;15 \A1;20 \A1;20 \A1;5 \A1;5 \A1;65 \A1;65 \A1;75 \A1;75 \A1;7 \A1;10 \A1;48 \A1;20 \A1;54.5 \A1;10 \A1;21 \A1;10 \A1;54.5 \A1;150 \A1;90 \A1;90 \A1;25 \A1;250 \A1;250 \A1;150 \A1;901 \A1;150 \A1;107 \A1;65 \A1;25 \A1;90 \A1;150 \A1;32 \A1;65 \A1;25 \A1;90 \A1;7.5 \A1;5 \A1;7.5 \A1;20 \A1;5 \A1;5 \A1;5 \A1;5 \A1;20 \A1;25 \A1;1840 \A1;1840 5 5 5 1840 2 d 1/2″ L = 250 Ganchos de izaje 2 d 1/2″ L = 250 Ganchos de izaje 5 P L A N T A A L Z A D O 5 1701 5 5 5 5 5 5 5 5 DET-01 DET-02 ganchos de izaje 2f1/2″ L=250 5 ganchos de izaje 2f1/2″ L=250 A L Z A D O 5 150 5 DET-01 Est#3c@5(B1) 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 20 5 5 5 GEOMETRIA \LCORTE A-A ARMADO \LCORTE A-A Malla 6*6-6/6 Est. #3c (B) Vars. #3c (A) DET-02 ACC.PARA BARANDAL ACC-01 80 1/4″ PL15x15x3/8″ E-70xx 150 5 2 Vs#3 (D) 5 PL15x15x3/8″ 15 A 15 2 Vs#3 (D) 150 PLANTA A 10 5 10 120 10 5 10 120 CORTE A-A (TIPO) ACC-01 1840 15 15 150 120 15 15 150 120 (TIPO) ACC-01 7.5 11 espacios de 140 = 1540 5 5 20 5 ARMADO \LCORTE B-B Malla 6*6-6/6 Est. #3c (B1) Vars. #3c (A) 5 3 Vars. #\fArial|b0|i0|c0|p34;6\fArial|b0|i0|c238|p34;c (A\fArial|b0|i0|c0|p34;2\fArial|b0|i0|c238|p34;) GEOMETRIA \LCORTE B-B 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Est#3c@10(B) 5 5 250 Est#3c@15(B) 150 Est#3c@10(B) 250 Est#3c@15(B) 901 Est#3c @5(B1) Est#3c@25(B) Vars #4c (C)ò(C1) Malla 6*6-6/6 Vars. #3c (A)(A1) \A1; Est#3c@5(B1) Est#3c(B) Est#3c(B) 150 107 5 5 Est#3c@5(B1) Est#3c@10(B) Est#3c@5(B1) 5 Est#3c(B) 3Vars#6c(A2) 2 Vars #4c(C) Malla 6*6-6/6 Armado de nariz \LDET-01 2 Vars #4c(C) 3Vars#6c(A2) Vars#3c(A) Vars#3c(A1) Vars. #3c (A1\fArial|b0|i0|c238|p34;) 32 5 5 5 150 Est#3c@10(B) Est#3c @5(B1) Est#3c@5(B1) Est#3c@5(B1) 2 Vars #4c(C1) 3Vars#6c(A3) Armado de nariz \LDET-02 Malla 6*6-6/6 A A B B B B \LPRESFUERZO 5 5 5 5 5 5 5 5 5 TENSADOS A 14000 Kg c/u 8 TORONES d1/2″ fpu=18,920 kg/cm2 BARANDAL 7.5 1840 Longitud (m) Volumen (m ) Area (m ) Refuerzo Fy = 4,200 kg/cm 0.290 CROQUIS d 3c Tipo A a b a 40 3c B D 3c a TOTAL 17.01 4.933 5.267 2 Peso L Tot L Var a # – 6 b 100 15 84 263 263.0 263 1834 1834 110.0 62 22 — 28 TOTAL 140 140 39.2 444 Kg Concreto f’c=350 kg/cm 2 2 3 Presfuerzo d 1/2″ Fpu=18,920 kg/cm kg/ml TOTAL fy=5000Kg/cm2 28 b N.Pza. a 3/8″ ACERO ESTRUCTURAL Esp. Croquis L/cable (m) # 8 17.01 MALLA 47.3 47.3 Kg. 75 0.630 P Kg/m2 Peso Tot TOTAL= 15 b(cm) 15 a(cm) Long(cm) Area tot. 2 Uso Peso (kg) presfuerzo 0.81 110.0 118.0 TIPO AREA (m2) 6*6-6/6 27.6 3c A1 – 4 1695 1695 67.8 38 6c A2 – 3 190 190 5.7 13 4 2.50 izajes 0.81 8.0 4c C 2 90 20 130 2.6 3 b b a 0.240 1.39 0.334 5 6c A3 – 3 110 110 3.3 7 3c B1 28 15 60 215 60.2 34 4c C1 2 55 20 95 1.9 2 TIPO N LONGITUD (cm) 200 2 A ENDUCTADOS A A 3Vars#6c(A3) 2 Vars #4c(C1) 1840 1840 142.5 142.5 7.5 11 espacios de 140 = 1540 7.5 142.5 142.5