Planes Of Bridge Details DWG Detail for AutoCAD

BRIDGE DETAILS SIMPLT SUPPORTED IN ARMED CONCRETE OF VEHICULAR ACCESS IN RAZURI TRUJILLO PERU

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

foundation, abutments, concrete slab, channel, beam, slab, abutment, plant, elevation, foundations, prespective, slab area bridge bottom, varies according to width of the bridge, varies according to the width of the bridge, avila bridge, carranza bridge , victoria bridge, victor bazan bridge, stone, technical specifications, steel, concrete – bridge slab, reinforced concrete :, concrete – beams, resistance, foundation:, stirrups, concrete, cyclopean :, maximum, median, coverings :, vig. mooring, banked beams, bridge slab, rest, bottom slab:

Raw text data extracted from CAD file:

\A1;.17 \A1;.75 \A1;.20 \A1;1.95 \A1;.20 \A1;.75 \A1;.17 \A1;.30 \A1;.60 \A1;1.275 \A1;.025 \A1;.30 \A1;.17 \A1;.45 \A1;.025 \A1;2.900 \A1;.025 \A1;.45 \A1;.17 \A1;.30 \A1;.20 \A1;1.199 \A1;3.330 \A1;1.199 \A1;.450 \A1;.025 \A1;.275 \A1;2.350 \A1;.275 \A1;.025 \A1;.450 \A1;.30 \A1;.200 \A1;.015 \A1;.200 \A1;2.900 \A1;.200 \A1;.015 \A1;3.300 \A1;.17 \A1;.75 \A1;.20 \A1;1.05 \A1;.20 \A1;.75 \A1;.17 \A1;.025 \A1;.17 \A1;.45 \A1;.025 \A1;.45 \A1;.17 \A1;.30 \A1;.20 \A1;.30 \A1;.30 \A1;.60 \A1;1.275 \A1;2.000 \A1;.025 \A1;.30 \A1;.200 \A1;.015 \A1;4.800 \A1;.450 \A1;.025 \A1;1.450 \A1;.275 \A1;.025 \A1;.450 \A1;.275 \A1;5.200 \A1;.200 \A1;.200 \A1;.015 \A1;.450 \A1;.025 \A1;2.900 \A1;.025 \A1;.450 \A1;.025 \A1;2.000 \A1;.025 \A1;.450 \A1;.025 \A1;.450 \A1;1.199 \A1;5.230 \A1;1.199 \A1;.17 \A1;.75 \A1;.20 \A1;1.95 \A1;.20 \A1;.75 \A1;.17 \A1;.025 \A1;.17 \A1;.45 \A1;.025 \A1;.45 \A1;.17 \A1;.30 \A1;.20 \A1;.30 \A1;.60 \A1;1.275 \A1;.30 \A1;2.900 \A1;.025 \A1;.30 \A1;.025 \A1;.025 \A1;.275 \A1;2.350 \A1;.275 \A1;.450 \A1;.450 \A1;.025 \A1;2.900 \A1;.025 \A1;.450 \A1;.450 \A1;.200 \A1;1.199 \A1;16.300 \A1;1.199 \A1;.015 \A1;.200 \A1;15.870 \A1;.200 \A1;.015 \A1;16.270 \A1;.17 \A1;.75 \A1;.20 \A1;1.65 \A1;.20 \A1;.75 \A1;.17 \A1;.025 \A1;.17 \A1;.45 \A1;.025 \A1;.45 \A1;.17 \A1;.30 \A1;.20 \A1;.30 \A1;.60 \A1;1.275 \A1;.30 \A1;2.600 \A1;.025 \A1;.30 \A1;.450 \A1;.025 \A1;.275 \A1;2.050 \A1;.275 \A1;.025 \A1;.450 \A1;1.199 \A1;5.530 \A1;1.199 \A1;5.500 \A1;.200 \A1;.450 \A1;.025 \A1;2.600 \A1;.025 \A1;.025 \A1;.450 \A1;.015 \A1;.200 \A1;5.100 \A1;.200 \A1;.015 \A1;.67 \A1;.67 \A1;VARIA SEGUN ANCHO DEL PUENTE \A1;1.70 \A1;1.70 \A1;1.37 \A1;VARIA SEGUN EL ANCHO DEL PUENTE \A1;1.37 \A1;3.830 \A1;1.500 \A1;16.300 \A1;1.500 \A1;1.500 \A1;16.300 \A1;1.500 \A1;3.830 \A1;3.30 \A1;.20 \A1;2.90 \A1;.20 \A1;.50 \A1;.20 \A1;.30 \A1;3.830 \A1;1.500 \A1;3.330 \A1;1.500 \A1;1.500 \A1;1.500 \A1;3.830 \A1;3.330 \A1;3.830 \A1;2.930 \A1;2.930 \A1;1.500 \A1;5.230 \A1;1.500 \A1;1.500 \A1;5.230 \A1;1.500 \A1;3.530 \A1;1.500 \A1;5.530 \A1;3.830 \A1;3.530 \A1;1.500 \A1;5.530 \A1;1.500 \A1;1.500 \A1;5.20 \A1;.20 \A1;4.80 \A1;.20 \A1;.50 \A1;.20 \A1;.30 \A1;16.30 \A1;.20 \A1;15.90 \A1;.20 \A1;.30 \A1;.20 \A1;.50 \A1;.20 \A1;5.10 \A1;.20 \A1;5.50 \A1;.20 \A1;.30 \A1;.50 CIMIENTO ESTRIBOS CIMIENTO ESTRIBOS F´c=140Kg/CM2 LOSA DE CONCRETO EN CANAL F´c=140Kg/CM2 LOSA DE CONCRETO EN CANAL F´c=140Kg/CM2 LOSA DE CONCRETO EN CANAL F´c=140Kg/CM2 LOSA DE CONCRETO EN CANAL VIGA VIGA 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 ESTRIBOS C° F´c=140Kg/CM2 + 30%PM LOSA DE FONDO C° F´c=140Kg/CM2 LOSA C° F´c=210Kg/CM2 VIGA C° F´c=210Kg/CM2 5 5 CIMIENTOS C° F´c=140Kg/CM2 + 30%PM 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 LOSA ESTRIBO ESTRIBO 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 ESTRIBOS C° F´c=140Kg/CM2 LOSA C° F´c=210Kg/CM2 VIGA C° F´c=210Kg/CM2 5 5 5 F´c=140Kg/CM2+30%PM LOSA DE FONDO C° ESTRIBOS C° F´c=140Kg/CM2+30%PM VIGA VIGA 5 5 5 LOSA ESTRIBO ESTRIBO 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 5 5 5 5 5 5 5 5 5 5 5 5 5 5 ESTRIBOS C° F´c=140Kg/CM2 LOSA C° F´c=210Kg/CM2 VIGA C° F´c=210Kg/CM2 5 5 5 F´c=140Kg/CM2+30%PM LOSA DE FONDO C° ESTRIBOS C° F´c=140Kg/CM2+30%PM 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 VIGA ESTRIBO ESTRIBO LOSA VIGA 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 ESTRIBOS C° F´c=140Kg/CM2 LOSA C° F´c=210Kg/CM2 VIGA C° F´c=210Kg/CM2 5 5 5 F´c=140Kg/CM2+30%PM LOSA DE FONDO C° ESTRIBOS C° F´c=140Kg/CM2+30%PM 5 5 5 5 5 5 5 5 5 5 5 VIGA VIGA 5 5 5 5 5 5 5 5 5 5 5 5 PLANTA ELEVACION CIMIENTOS PRESPECTIVA AREA DE LOSA FONDO DE PUENTE 5 5 VARIA SEGUN ANCHO DEL PUENTE 5 5 5 VARIA SEGUN EL ANCHO DEL PUENTE 5 5 5 5 5 5 5 5 5 LOSA ESTRIBO ESTRIBO 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 5 5 5 PUENTE AVILA PUENTE CARRANZA PUENTE VICTORIA PUENTE VICTOR BAZAN PUENTE AVILA PUENTE CARRANZA PUENTE VICTORIA PUENTE VICTOR BAZAN PUENTE AVILA PUENTE CARRANZA PUENTE VICTORIA PUENTE VICTOR BAZAN 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 15 d 5/8″ 1d 1/2″ @ .20 8 d 1/2″ VIGA .20X.50 \A1;\U+00F81/4\Fromans|c238;”\Fromans|c0; 1a.05; \A1; 4a.10 y R. a .20 8 d 1/2″ VIGA .20X.50 \A1;\U+00F81/4\Fromans|c238;”\Fromans|c0; 1a.05; \A1; 4a.10 y R. a .20 8 d 1/2″ VIGA .20X.50 \A1;\U+00F81/4\Fromans|c238;”\Fromans|c0; 1a.05; \A1; 4a.10 y R. a .20 8 d 1/2″ VIGA .20X.50 \A1;\U+00F81/4\Fromans|c238;”\Fromans|c0; 1a.05; \A1; 4a.10 y R. a .20 24 d 5/8″ 1d 1/2″ @ .20 8 d 1/2″ VIGA .20X.50 \A1;\U+00F81/4\Fromans|c238;”\Fromans|c0; 1a.05; \A1; 4a.10 y R. a .20 8 d 1/2″ VIGA .20X.50 \A1;\U+00F81/4\Fromans|c238;”\Fromans|c0; 1a.05; \A1; 4a.10 y R. a .20 80 d 5/8″ 1d 1/2″ @ .20 8 d 1/2″ VIGA .20X.50 \A1;\U+00F81/4\Fromans|c238;”\Fromans|c0; 1a.05; \A1; 4a.10 y R. a .20 30 d 5/8″ 1d 1/2″ @ .20 8 d 1/2″ VIGA .20X.50 \A1;\U+00F81/4\Fromans|c238;”\Fromans|c0; 1a.05; \A1; 4a.10 y R. a .20 PIEDRA fy = 4200 kg/cm2 ESPECIFICACIONES TECNICAS CEMENTO HORMIGON 1:10 + 30% PIEDRA GRANDE 4″ MAXIMO ACERO CONCRETO – LOSA DE PUENTE RESISTENCIA DE TERRENO: 1.50 Kg/cm2 CEMENTO HORMIGON 1:10 +30% CONCRETO ARMADO: CONCRETO – VIGAS RESISTENCIA CIMIENTO: ESTRIBOS: f’c = 210 kg/cm2 f’c = 210 kg/cm2 CONCRETO CICLOPEO: MAXIMO 4″ MEDIANA RECUBRIMIENTOS: VIG. DE AMARRE VIGAS PERALTADAS LOSA DE PUENTE :4.00 cm. :2.50 cm. :2.50 cm. f’c = 175 kg/cm2 RESTO CEMENTO HORMIGON 140KG/CM2 LOSA FONDO: