Bridge – Project DWG Full Project for AutoCAD

Bridge – Project DWG Full Project for AutoCAD

Bridge – Project – Plants – Sections – Structure

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

of symmetry, of symmetry, esp. from, spaces of, of road, total, spaces of, spaces of, spaces of, total, esp de, esp de, total, approx., total, spaces of, total, esp. from, min, min, quantity, rights, left, dimensions in eaves plant, road axis, road width, total width, spaces of, total length, spaces of, spaces of, total, spaces of, total length, rods, half cross section, diaphragm on support, interior diaphragm, half cut, detail, Detail of the ribs, drains, dilatation meeting, mobile support, fixed support, mobile support, contraflechas, crown detail, rods, num, diam., long. total, jgos from, slab fittings, max. min inc., half elevation, half plant, half elevation, half plant, view, plant, reinforcement details, max., max., cut, diam., if a section is spliced ​​more than a third of the overlap lengths will be increased, welding, leak, construction board, drain, inner diaphragm, road axis, symmetrical, finished surface machine, parabolic profile, pumping, flush, esc, half cross section, bracket, uniform width of the rib behind the diaphragm, esc, diaphragm on support, esc, interior diaphragm, dilatation meeting, finished surface machine, clear center, Lost mold with thick asbestos cement plates, support plate, bent rods, diaphragms, axis of diaphragm supports, esc, partial plant, upper grill, lower grill, detail of sidewalk, drains each side, detail, esc, detail, extreme diaphragm, leak, elevation, cut, bottom view, plywood cover, cement asbestos tube, construction board, drains on each side, esc, drains, esc, dilatation meeting, thick asphalt joint, bent copper foil cut as shown, plant, cut for the rods, elevation, esc, props type, esp. from, rib axis, steel plate, lead plate of, steel plate, crown concrete head, elevation, b ‘cut, esc, rib axis, bolts, concrete rocking chair, steel plate, lead plate of, crown concrete head, esc, props type, min, steel plate, support shaft, rib, elevation, cut c ‘, shore hardness neoprene plates, crown concrete head, esc, props type, mobile support, fixed support, elevation, min, support shaft, crown concrete head, rib, shore hardness neoprene plates, cut d ‘, cm high balustrade, number, rev, lev., dib, vo. bo, date, date, clear mts, scale:, dimensions:, flat:, construction of slab culvert, indicated, cms, ing. fernando santiago bastian, esc, Detail of the ribs, the rods will tilt to free the rods, vs part bottom

Raw text data extracted from CAD file:

\A1;26 \A1;774 \A1;26 \A1;67 \A1;754 \A1;4 \A1;34 \A1;34 \A1;26 \A1;199 \A1;12 \A1;176 \A1;17 \A1;a \A1;45 \A1;1999 \A1;r = 17.5 \A1;20 \A1;20 \A1;15 \A1;a \A1;195 \A1;13 \A1;a \A1;50 \A1;12 \A1;25 \A1;48 \A1;41 \A1;50 \A1;a \A1;b \A1;0.71b \A1;2040 \A1;20 \A1;20 \A1;27.5 \A1;153 \A1;42 \A1;20 \A1;12 \A1;50 \A1;10 \A1;10 \A1;60 \A1;291 \A1;65 \A1;45 \A1;256 \A1;r = 17.5 \A1;- \A1;- \A1;135 \A1;840 \A1;135 \A1;153 \A1;75 \A1;7.5 \A1;765 \A1;Eje de simetria \A1;156 \A1;7.5 \A1;110 \A1;75 \A1;825 \A1;Eje de simetria \A1;110 \A1;900 \A1;20 \A1;16 \A1;8 esp. de 5 = 40 \A1;2.5 \A1;2.5 \A1;46 \A1;60 \A1;15 \A1;10 \A1;15 \A1;182 \A1;10 \A1;55 \A1;9 \A1;21 \A1;21 \A1;21 \A1;80 \A1;65 \A1;92 \A1;56 \A1;242 \A1;6 \A1;38 \A1;38 \A1;46 \A1;13 espacios de 19 = 247 \A1;Ancho de calzada = 750 \A1;Ancho total = 910 \A1;6 \A1;Vs D a 23 \A1;Vs D a 23 \A1;Vs D a 23 \A1;Vs D a 23 \A1;5 \A1;455 \A1;5 \A1;10 \A1;3 \A1;5 \A1;10 \A1;1 \A1;141 \A1;141 \A1;15 \A1;19 \A1;15 \A1;129 \A1;3 \A1;12 \A1;4 \A1;141 \A1;3 \A1;19 \A1;163 \A1;25 \A1;11 Vs D @ 25 = 250 \A1;Simétrico \A1;15 \A1;127 \A1;375 \A1;10 \A1;4 \A1;7 \A1;65 \A1;21 \A1;4 espacios de 19 = 76 \A1;46 \A1;13 Vs K @ 19 = 234 \A1;Simétrico \A1;13 \A1;34 \A1;36 \A1;36 \A1;44 \A1;80 \A1;15 \A1;25 \A1;142 \A1;6 \A1;14 Vs G @ 19 = 247 \A1;15 \A1;13 \A1;30 \A1;30 \A1;31 \A1;44 \A1;15 \A1;9.5 \A1;11 \A1;10 \A1;160 \A1;19 \A1;25 \A1;116 \A1;4 \A1;1025 \A1;6 \A1;15 \A1;8 \A1;10.5 \A1;36 espacios de 27 = 972 \A1;53 \A1;36 espacios de 27 = 972 \A1;13.5 \A1;44 \A1;26 Vs Y1 @ 29 = 725 \A1;16 \A1;16 Vs Y1 @ 16 = 240 \A1;empalme = 60 \A1;empalme = 60 \A1;380 \A1;empalme = 60 \A1;15 \A1;20 \A1;645 \A1;20 \A1;325 \A1;25 \A1;Claro = 2000 \A1;Longitud total = 2050 \A1;6 \A1;8 \A1;6 \A1;262.5 \A1;367.5 \A1;450 \A1;520 \A1;590 \A1;652.5 \A1;722.5 \A1;787.5 \A1;840 \A1;900 \A1;27.5 \A1;16 \A1;16 \A1;16 \A1;16 \A1;16 \A1;16 \A1;36.5 \A1;3 \A1;12 \A1;4 \A1;160 \A1;simétrico \A1;8 \A1;43.5 \A1;16 \A1;16 \A1;16 \A1;53 \A1;27 \A1;27 \A1;27 \A1;Vs C @ 27 \A1;127 \A1;5 \A1;21 \A1;4 esp de 19 = 76 \A1;56 \A1;12 esp de 19 = 228 \A1;Ancho total = 910 \A1;simétrico \A1;@ 300 ( aprox. ) \A1;6 \A1;15 \A1;8 \A1;10.5 \A1;27 \A1;27 \A1;Vs A @ 27 \A1;empalme = 60 \A1;65 \A1;Longitud total = 2050 \A1;27 \A1;27 \A1;27 \A1;27 \A1;21 \A1;21 \A1;21 \A1;9 \A1;38 \A1;38 \A1;19 \A1;19 \A1;empalme = 60 \A1;Vs G @ 19 \A1;28 \A1;23 \A1;23 \A1;23 \A1;43 \A1;10 espacios de 25 = 250 \A1;12.5 \A1;27 \A1;27 \A1;27 \A1;27 \A1;27 \A1;27 \A1;27 \A1;27 \A1;27 \A1;Longitud total = 2050 \A1;80 \A1;simétrico \A1;3 \A1;4 \A1;4 \A1;4 \A1;20 \A1;44 \A1;3 \A1;8 \A1;8 \A1;15 \A1;3.5 \A1;10 \A1;10 \A1;15 \A1;25 \A1;15 \A1;10 \A1;2 \A1;2 \A1;4 \A1;3 \A1;2 \A1;2 \A1;10 \A1;2 \A1;10 \A1;5 \A1;5 \A1;1 \A1;15 \A1;25 \A1;20 \A1;16 \A1;2 \A1;2 \A1;10 \A1;3 \A1;3 \A1;2 \A1;20 \A1;5 \A1;2 \A1;16 \A1;2 \A1;10 \A1;3 \A1;3 \A1;10 \A1;4 \A1;10 \A1;10 \A1;4 \A1;3 \A1;10 \A1;10 \A1;10 \A1;2 \A1;1 \A1;3 \A1;7 \A1;5 \A1;14 \A1;14 \A1;14 \A1;5 \A1;2.5 \A1;2 \A1;9 esp. de 5 = 45 \A1;2.5 \A1;5 \A1;50 \A1;5 \A1;60 \A1;40 \A1;5 \A1;14 \A1;14 \A1;14 \A1;5 \A1;52 \A1;4 \A1;18 \A1;4 \A1;26 \A1;5 \A1;5 \A1;7.5 \A1;35 \A1;23 \A1;15 mín \A1;5.2 \A1;5.2 \A1;2.8 \A1;20 \A1;25 \A1;28 \A1;28 \A1;70.4 \A1;60 \A1;34 \A1;8 \A1;23 \A1;15 mín \A1;6.7 \A1;6.7 \A1;1.3 \A1;20 \A1;25 \A1;73.4 \A1;56 \A1;60 \A1;8 \A1;34 La J Ja Jb=GB G Ga 360 440 320 360 440 360 CANTIDAD CANTIDAD Ga G Jb=GB Ja J La DERECHOS IZQUIERDOS DIMENSIONES EN PLANTA DE ALEROS D I M E N S I O N E S 360 440 320 360 440 360 Eje de la carretera \A1;B \A1;V \A1;L4 \A1;PP \A1;HE \A1;b \A1;bc \A1;C \A1;hm \A1;m \A1;Te \A1;A \A1;R \A1;Ha \A1;Pz \A1;a1 \A1;PP \A1;RE \A1;H \A1;Ga \A1;Ja \A1;La \A1;La \A1;Ja \A1;Jb \A1;J \A1;Ga \A1;Gb \A1;L1 \A1;L3 \A1;L4 \A1;L2 \A1;R \A1;47° \A1;Gb \A1;G \A1;G \A1;Jb \A1;J \A1;LT \A1;RE \A1;HE \A1;PP \A1;LI \A1;LT \A1;LD \A1;Ha \A1;C \A1;a1 \A1;a2 \A1;PP \A1;RE \A1;a3 \A1;b1 \A1;1.50 \A1;a2 \A1;PP \A1;RE \A1;a3 \A1;b1 \A1;1.50 \A1;a1 \A1;L3 \A1;L1 \A1;L2 \A1;55 \A1;1025 \A1;268 \A1;230 \A1;180 \A1;180 \A1;380 \A1;268 \A1;230 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Ancho de calzada = 750 Ancho total = 910 5 5 5 5 5 5 5 5 5 5 5 5 \A1;15 \A1;19 \A1;7.5 \A1;11 \A1;9.5 \A1;9.5 \A1;11 \A1;7.5 \A1;56 \A1;2 \A1;2 \A1;4.5 \A1;9 \A1;6 \A1;7.5 \A1;16.5 \A1;16 \A1;56 \A1;14 \A1;15 \A1;80 \A1;25 \A1;80 \A1;12 5 5 5 5 4 7 5 5 5 5 5 5 5 5 5 5 4 5 5 15 5 10.5 5 5 36 espacios de 27 = 972 5 5 5 5 5 5 5 Longitud total = 2050 5 5 5 5 \A1;0.20 \A1;14 \A1;46 126.0783407132549 126.0783407132258 126.0783407132258 126.0783407132258 126.0783407132258 126.0783407132549 126.0783407132549 126.0783407132258 126.0783407132258 126.0783407132258 126.0783407132258 5 27 27 27 Vs C @ 27 5 5 5 5 5 5 5 5 5 6 15 8 5 27 27 5 5 5 5 5 5 5 5 5 5 5 5 27 27 27 27 21 21 9 28 23 23 23 43 5 12.5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 6 5 10 3 5 10 5 5 5 3 12 4 141 3 5 163 5 5 5 5 5 5 5 5 5 2 2 5 5 5 5 5 5 \A1;34 \A1;21 \A1;160 \A1;19 \A1;25 \A1;116 \A1;4 \A1;1025 \A1;6 \A1;15 \A1;8 \A1;10.5 \A1;36 espacios de 27 = 972 \A1;53 \A1;36 espacios de 27 = 972 \A1;44 \A1;26 Vs Y1 @ 29 = 725 \A1;15 \A1;644 \A1;25 \A1;Claro = 2000 \A1;Longitud total = 2050 \A1;0.025 \A1;0.025 13.5 5 5 5 5 5 5 5 5 6 8 6 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 3 12 4 5 5 8 5 5 5 5 5 5 5 5 4 5 5 15 5 10.5 5 5 36 espacios de 27 = 972 5 5 5 5 5 5 5 Longitud total = 2050 \A1;375 \A1;15 \A1;127 \A1;10 \A1;4 \A1;65 \A1;15 \A1;80 \A1;25 \A1;80 \A1;12 5 5 5 5 4 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 14 \A1;15 \A1;30 \A1;80 \A1;10 \A1;85 \A1;50 \A1;740 \A1;44 \A1;89 \A1;10 \A1;10 \A1;70 \A1;30 Vs I1 \A1;2 \A1;14 \A1;14 \A1;14 \A1;14 \A1;14 \A1;14 \A1;14 \A1;136 26 5 26 67 5 4 34 34 26 5 12 5 17 60 291 5 \A1;r = 30 5 5 r = 17.5 5 5 5 5 5 5 48 5 5 5 5 5 5 5 b 5 5 - 135 5 5 153 5 5 5 5 110 5 5 156 5 5 5 5 5 5 r = 17.5 20 20 5 5 12 50 10 10 42 20 5 5 5 5 5 44 89 10 10 5 5 2 2 10 5 5 2 5 5 5 5 5 10 3 3 5 5 5 2 4 3 2 2 5 5 10 5 5 1 5 5 5 5 5 5 5 5 J 5 5 L1 L3 L4 L2 R 5 C C' 5 G G 5 J 5 5 5 5 5 380 5 5 5 5 L4 5 5 5 5 5 5 m 5 5 R 5 0.0 10.0 0.0 0.0 0.0 L3 L1 L2 55 5 \A1;B \A1;V \A1;L4 \A1;PP \A1;HE \A1;b \A1;bc \A1;C \A1;hm \A1;m \A1;Te \A1;A \A1;R \A1;Ha \A1;Pz \A1;a1 \A1;PP \A1;RE \A1;H \A1;L3 \A1;L1 \A1;L2 \A1;55 \A1;1025 5 5 L4 5 5 5 5 5 5 m 5 5 R 5 0.0 0.0 0.0 0.0 0.0 L3 L1 L2 55 5 5 5 5 10 5 5 2 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1.5 5 5 5 5 5 5 1.5 \A1;92 \A1;56 \A1;242 \A1;5 \A1;10 \A1;5 \A1;10 \A1;19 \A1;15 \A1;129 \A1;141 \A1;3 \A1;163 \A1;Simétrico \A1;34 \A1;80 \A1;7 \A1;15 \A1;10 \A1;15 \A1;1 \A1;141 \A1;182 \A1;15 \A1;65 \A1;15 \A1;25 \A1;19 \A1;375 \A1;141 \A1;11 \A1;10 5 5 5 5 10 5 10 5 5 5 141 3 163 5 5 1.944141422994548 38.62372688853138 38.62372688852774 5 38.62372684807765 677.2577226871476 1.944141359871381 5 38.62372659401262 1.944141405190749 38.62372686425987 38.62372688853138 38.6237268270379 5 1.94414113170933 38.62372661828218 38.62372686749522 varillas A B C D E F L H I1 I2 I3 I H1 J J1 K # 3 # 4 # 5 # 8 G L1 M O O2 P P2 Y3 Q Y2 N R S T U Y1 K1 V W X Y # 2 # 6 Z MEDIO CORTE TRANVERSAL DIAFRAGMA SOBRE APOYO DIAFRAGMA INTERIOR MEDIO CORTE A- A DETALLE DETALLE DE LAS NERVADURAS drenes JUNTA DE DILATACION Z1 APOYO MOVIL APOYO FIJO APOYO movil contraflechas X1 W1 V1 U1 T1 S1 R1 Q1 P1 O1 N1 5 5 H2 H3 DETALLE DE CORONA Z2 Z3 Z4 L I S T A D E V A R I L L A S VARILLAS NUM. DIAM. LONG. TOTAL C R O Q U I S a b P E S O (Kg) A B C D E F G H2 H3 I I1 I2 J K K1 L M N O P Q R V W 80 76 73 39 42 6 54 4 4 4 4 4 8 58 4 jgos. de 4 40 42 4 4 4 4 4 6C 6C 6C 4C 4C 4C 5C 4C 4C 5C 5c 4C 5C 8C 8C 8C 8C 826 956 836 2040 410 1740 380 762 657 656 702 748 140 515 110 327 999 1209 1396 1536 1676 2126 2252 --- --- 2040 410 1740 380 656 702 748 --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- 177 177 188 188 188 --- --- 1487 1635 1373 796 172 104 322 30 26 26 28 30 11 469 105 44 216 159 192 222 244 266 338 358 140 147 --- 525 735 900 1040 1180 --- --- LOSA Y GUARNICIONES D I A F R A G M A S N E R V A D U R A S 4C 4C 4C 4C 4C 555 12 I3 67 --- 555 --- 8C 8C 8C 4 4 4 4 8C 8C 8C 2091 1961 1821 4 U T S 1575 1445 1305 332 312 290 198 198 198 2144 8C 20 X --- 1704 --- Y 24 4C 2040 --- 490 --- 373.5 4C 166 Y1 --- 618 --- 144 4C 166 Y2 --- 238 --- Y3 56 2L 104 --- 15 --- Z 6 792 --- 12 --- Z1 16 46 --- 12 --- 2L 5C a a 2040 C L --- C L --- C L --- Máx. = 507 Mín. = 327 Inc. = 60 Máx. = 143 Mín. = 53 Inc. = 30 140 en S,T,U y S1,T1,U1 133 en P,Q,R y P1,R1 125 en N,O y N1,O1 Media elevación Media planta Media elevación Media planta A P O Y O S VISTA PLANTA 46 DETALLES DEL REFUERZO a r b e 0 a 0.2 0.3 máx. A A 0.3 a 0.5 máx. 0 a 0.2 CORTE A - A DIAM. a b e r 4 C 9 19 45 10 Si una sección se empalma mas de la tercera parte del refuerzo, las longitudes del traslape se aumentaran 50% 5 45° 60 8 C 23 46 --- 20 3 C 7 15 35 8 5 C 11 23 60 13 Soldadura 242 C L Gotera Vs D Junta de construcción A Dren Vs Y Vs Y1 Vs Y2 Diafrágma interior Vs B Vs C Vs D Vs F Vs G Vs E Vs A C L Eje del camino Simétrico Superficie terminada a máquina Perfil parabòlico Bombeo de 6 Rasante ESC. 1 : 25 MEDIO CORTE TRANSVERSAL A' A 13 Vs K Vs L 2 Vs I2 2 Vs I1 Vs K Ménsula 2 Vs J \W2.10933; Ancho uniforme \W1.87124; de la nervadura atrás del diafrágma = 56 2 Vs H 2 Vs I ESC. 1 : 25 DIAFRAGMA SOBRE APOYO C L 6 14 Vs G @ 19 = 247 15 13 30 30 31 44 15 Vs G 10 Vs M @ 25 = 225 9.5 11 10 Vs I3 2 Vs H1 C L ESC. 1 : 25 DIAFRAGMA INTERIOR Junta de dilatación Vs A Vs C Vs E y F Superficie terminada a máquina Vs G Vs E y F Centro del claro Molde perdido con placas de asbesto cemento de 0.5 de espesor Vs L Vs K 2 Vs Y3 Placa de apoyo 10 Vs X Vs Y2 Vs Y Varillas dobladas Vs B Vs B Vs D 2 Vs V 2 Vs U 2 Vs T 2 Vs S 2 Vs R 2 Vs Q 2 Vs P 2 Vs O 2 Vs N Diafragmas Vs Y1 Vs M Vs I3 Vs H1 Eje de apoyos del diafragma ESC. 1 : 50 PLANTA PARCIAL PARRILLA SUPERIOR PARRILLA INFERIOR C L 21 Vs C Vs F Vs K1 Vs B Vs A Vs G DETALLE DE BANQUETA Vs E Vs K Vs K Vs L Vs L Vs D Vs B Vs C Vs D Vs D 7 Drenes a cada lado C L Detalle "C" ESC. 1 : 15 DETALLE "C" Vs I Vs I1 Vs I2 Vs Y3 Vs Y3 Vs Y1 Vs H Diafragma extremo Diafragma extremo 10 Vs X Vs Y2 Vs K Gotera 10 10 15 25 ELEVACION CORTE VISTA INFERIOR Tapa de triplay Tubo de asbesto cemento de 10 0 Junta de construccion A 7 Drenes de cada lado ESC. 1 : 15 DRENES ESC. 1 : 15 JUNTA DE DILATACION 10 4 10 10 4 Junta asfáltica de 4 de espesor Lámina de cobre de 7 kg/m2 (calibre 23) y de 35 x 780 doblada y cortada como se muestra PLANTA 3 10 10 10 2 1 Corte para las varillas M 3 7 ELEVACION ESC. 1 : 15 APOYOS TIPO "C" (apoyo móvil) 5 14 14 14 5 2.5 2 9 esp. de 5 = 45 2.5 5 50 5 60 40 Vs Z Vs Z1 Eje de la nervadura Placa de acero de 25.4 x 48 x 2.5 Placa de plomo de 16.0 x 48 x 2.5 Placa de plomo de 16.0 x 48 x 2.5 Placa de acero de 25.4 x 48 x 2.5 Corona o cabezal de concreto de f ' c = 200 kg/cm² ELEVACION B' B 5 14 14 14 5 52 4 18 4 26 CORTE B - B' Vs Z Vs Z1 ESC. 1 : 25 M E D I O C O R T E A - A ' 5 5 7.5 35 Eje de la nervadura Pernos de 2.5" Ø x 80 Mecedora de concreto de f 'c=250 kg/cm² Placa de acero de 25.4 x 48 x 2.5 Placa de plomo de 16.0 x 48 x 2.5 Corona o cabezal de concreto de f ' c = 200 kg/cm² ESC. 1 : 15 APOYOS TIPO "C" (apoyo fijo) 23 15 mín 5.2 5.2 2.8 20 25 Placa de acero de 23 x 56 x 0.2 28 28 70.4 60 34 8 Eje de apoyos C C' Nervadura ELEVACION CORTE C - C' Placas de neopreno de 23 x 56 x 1.3, de dureza shore 60 Corona o cabezal de concreto de f ' c = 200 kg/cm² ESC. 1 : 15 APOYOS TIPO "B" ( apoyo móvil ) ( apoyo fijo ) ELEVACION 23 15 mín 6.7 6.7 1.3 20 25 Eje de apoyos Corona o cabezal de concreto de f ' c = 200 kg/cm² D D' 73.4 56 60 8 34 Nervadura Placas de neopreno de 23 x 56 x 1.3, de dureza shore 60 CORTE D - D' Barandal de 2.5" Ø y 90 cm de alto D I B U J O S D E R E F E R E N C I A NUMERO REV. LEV. DIB. Vo. Bo FECHA A P R O B A D O P O R FECHA CLARO = 20 MTS ESCALA: ACOTACIONES: PLANO: 1 CONSTRUCCION DE ALCANTARILLA DE LOSA INDICADA CMS DE 1 ING. FERNANDO SANTIAGO BASTIAN ESC. 1 : 10 DETALLE DE LAS NERVADURAS Las varillas N, O, P, R, S, T, V y W se inclinarán para librar las varillas Y Y Y Vs Y1 Vs Y2 Y Y Y Y X X X X X X X X X X V V S S U U T T W W P P Q Q R R N N O O N1 O1 P1 R1 2 2 2 4C 4C 999 1209 1396 1676 177 177 188 188 20 24 28 33 525 735 900 1180 4C 4C 2 2 2 4C 4C 4C 2091 1961 1821 2 U1 T1 S1 1575 1445 1305 42 39 36 198 198 198 V1 2 4C 2126 --- 42 --- W1 2 4C 2252 --- 45 --- 2144 4C 10 X1 --- 214 --- 2 Vs W 1 Vs W1 1 Vs V1 1 Vs U1 1 Vs T1 1 Vs S1 1 Vs R1 1 Vs P1 1 Vs O1 1 Vs N1 Vs V1, S1, U1, T1, \W3.51190; W1 parte \W3.51190; superior, X1 parte inferior Vs P1, R1 Vs N1, O1 5 5 Vs X1 34 Vs H2 H 8 8C 762 --- 242 --- H1 8 657 --- 209 8C --- 1 Vs H3 1 Vs H2 C O R O N A Z2 36 740 --- 599 --- 6C Z3 100 286 --- 285 --- 4C Z4 100 100 --- 100 --- 4C 740 70 30

Language	Spanish
Drawing Type	Full Project
Category	Construction Details & Systems
Additional Screenshots
File Type	dwg
Materials	Concrete, Steel, Wood
Measurement Units
Footprint Area
Building Features
Tags	autocad, bridge, construction details section, cut construction details, DWG, full, plants, Project, sections, structure