Concrete Bridge DWG Section for AutoCAD

Concrete Bridge – Plants – Sections – Details

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

section g-g, section f-f, section e-e, var., section d-d, plant, section c-c, section b-b, section a-a, side view, elevation, total, no. bars, reinforcement summary, – coatings: on parapet, – maximum maximum pressure transmitted to the floor, – formwork surface in caisson, – formwork surface in elevation, – coatings: on screen, no. pcs., type, detail of reinforcement, pillar, progressive, foundation levels, elevation – reinforcement, elevation – posttensioning units, dist. partial, dist. accumulated, section a-a – armor, no. of bars, summary of reinforcement by section, armor meter by section, support axis, road axis, grade, beam section, det. slab end, – formwork surface:, – coatings:, var, rio cañete, int vertical level, mileage, slope, ground level, left abutment support axis, right abutment support axis, pillar axis, see detail of reibereña defenses , cut aa

Raw text data extracted from CAD file:

A A \A1;d1"@125 \A1;d1/2"@200 \A1;2000 \A1;2000 \A1;VAR. \A1;7500 \A1;6500 \A1;VAR. \A1;500 \A1;5000 \A1;d1"@125 \A1;1000 \A1;5000 \A1;5000 \A1;6300 \A1;6500 \A1;7500 \A1;4d5/8" \A1;7500 \A1;5000 \A1;300 \A1;500 \A1;400 \A1;625 \A1;625 \A1;2000 \A1;2000 \A1;2000 \A1;d1/2"@250 \A1;d1/2"@250 \A1;d1/2"@250 \A1;d1/2"@250 \A1;d1/2"@200 \A1;1500 \A1;100 \A1;100 \A1;425 \A1;425 \A1;1500 \A1;7500 \A1;8000 \A1;2000 \A1;2000 \A1;2000 \A1;2000 \A1;5000 \A1;625 \A1;625 \A1;625 \A1;625 \A1;7500 \A1;300 \A1;300 \A1;500 \A1;500 \A1;14000 \A1;6700 \A1;500 \A1;800 \A1;5000 \A1;6300 \A1;d1/2"@250 \A1;0.40 \A1;7.80 \A1;1.20 \A1;6.20 \A1;.40 \A1;.40 \A1;1.90 \A1;.82 \A1;.20 \A1;.20 \A1;2.80 \A1;.50 \A1;2.90 \A1;.80 \A1;1.40 \A1;.74 \A1;1.48 \A1;6.20 \A1;.25 \A1;.25 \A1;.20 \A1;1.94 \A1;4.18 \A1;.20 \A1;.90 \A1;2.60 \A1;d4.90 \A1;d6.40 \A1;d7.40 \A1;150 \A1;300 \A1; \A1; \A1; \A1; \A1; ESC. 1/75 SECCION G-G SECCION F-F ESC. 1/75 ESC. 1/75 SECCION E-E d1/2"@250 d1/2"@250 VAR. 5 5 VAR. d1/2"@250 d1/2"@250 d1/2"@250 \A1; d1/2"@250 \A1; 5 5 SECCION D-D ESC. 1/75 d1/2"@200 d1"@125 5 5 F F PLANTA ESC. 1/75 5 5 5 5 B B A A SECCION C-C ESC. 1/75 SECCIN B-B ESC. 1/75 ESC. 1/75 SECCION A-A VISTA LATERAL ESC. 1/75 DETALLE 1 ESC. 1/25 ESC. 1/75 ELEVACION d1/2"@250 8d1" 4d5/8" Ver Detalle 1 5 5 5 5 5 5 5 5 5 5 d1/2"@250 d1/2"@250 d1/2"@250 \A1; d1/2"@250 d1/2"@250 d1/2"@250 d1/2"@250 G G E E C C d1"@150 \A1; d1/2"@200 D D 5 5 5 d1"@125 d1/2"@200 \A1;EJE DE PILAR \A1;EJE DE APOYO \A1;EJE DE APOYO 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 P1 P2 P2 P1 P1 P2 P3 P4 Q1 \A1; Q2 d1/2"@250 Q3 Q4 Q5 Q6 Q7 d1/2"@250 1/3 b 1 b 48 3 b 25.40 16 Q7 1/2" 5/8" 408 4 3652 56 41 21 1/2 b 3.50 1/3 b 3.00 82 Q3 63 Q2 Q4 95 2.92 32 63 5.52 63 1/2" Q1 6783 TOTAL 3075 86 1" PESO (Kg.) No. BARRAS d RESUMEN DE REFUERZO 2.5 cm. - RECUBRIMIENTOS : EN PARAPETO - PRESION ULTIMA MAXIMA TRANSMITIDA AL SUELO METRADO Y ESPECIFICACIONES (1 PILAR) - SUPERFICIE DE ENCOFRADO EN CAISSON - SUPERFICIE DE ENCOFRADO EN ELEVACION - RECUBRIMIENTOS : EN PANTALLA - CONCRETO f'c = 175 K/cm2 EN CAISSON - CONCRETO f'c = 210 K/cm2 EN ELEVACION - ACERO DE REFUERZO fy = 4200 K/cm2 METRADO DE REFUERZO (1 PILAR) No. PZAS. Q6 16 1/2" P4 8 1" P5 Q5 5/8" 4 16 P3 P2 1/2" 25 33 P1 TIPO 1" d 64 43 m3 4 cm. 94 m2 203.12 m2 80.99 m3 22.20 2 1/2 b 40 7.00 1 b 6.70 16.90 2 b 1 b 6.48 13.16 1 b 2 b 6 4 32 25 66 No. BARRAS / PZA. LONG./PZA 10.60 1 1/4 b 80 TOTAL 4.50 kg/cm2 d1" L=10.60 P1 0.40 7.80 1.20 P3 d1/2" L=6.48 d1" L=7.00 P4 6.20 .40 .40 P2 d1/2" L=13.16 S/E DETALLE DE REFUERZO 1.90 .82 Q4 d1/2" L=2.92 .20 d1/2" L=3.00 Q2 .20 2.80 1/2" 1/2" 1/2" 1/2" 1/2" 1/2" .50 2.90 .80 1.40 .74 1.48 .25 .25 6.20 P5 d5/8" L=6.70 .20 1.94 4.18 .20 Q1 d1/2" L=5.52 2.60 .90 Q3 d1/2" L=3.50 Q5 d1/2" L=16.90 d1/2" L=22.20 Q6 Q7 d1/2" L=25.40 d4.90 d6.40 d7.40 3.6295 NC 3.0081 2.4247 1.2194 1.8408 15+032.00 PILAR 1 14+988.00 14+949.575 2 3 14+867.15 5 14+911.15 4 PROGRESIVA NIVELES DE CIMENTACION VER DETALLE 1 RELLENO CONCRETO POBRE F'C=100Kg/cm2 107.99 m3 - CONCRETO RELLENO f'c = 100 K/cm2 EN CAISSON Q8 Q8 d1/2"@250 d1/2"@250 40 1/2 b VAR. 80 Q8 1/2" (TIP.) 1/4"x4" 5 L 6"x6"x1/2" U d3/8"@600 (1/12 Barra) 5 DETALLE 1 ESC.1/10 \A1;255 \A1;250 \A1;250 \A1;175 \A1;200 \A1;800 \A1;50 \A1;8200 \A1;50 \A1;800 \A1;350 \A1;150 \A1;150 \A1;150 \A1;150 \A1;200 \A1;430 \A1;1950 \A1;1950 \A1;3000 \A1;3000 \A1;300 \A1;2700 \A1;300 \A1;2700 \A1;300 \A1;150 \A1;150 \A1;150 \A1;150 \A1;2000 \A1;30400 \A1;400 \A1;30000 \A1;50 \A1;2500 \A1;2400 \A1;2500 \A1;14025 \A1;2500 \A1;2400 \A1;2500 \A1;50 \A1;d3/8" 20@125 \A1;d3/8" 16@150 \A1;d3/8" 10@250 \A1;d3/8" 38@400 \A1;d3/8" 10@250 \A1;d3/8" 16@150 \A1;d3/8" 20@125 \A1;2000 \A1;2000 \A1;30000 \A1;800 \A1;50 \A1;8200 \A1;50 \A1;800 \A1;400 \A1;30000 \A1;400 \A1;1038 \A1;962 \A1;d1/2"@150 \A1;d3/8"@200 \A1;. \A1;4d3/8" \A1;d3/8"@200 A \A1;200 \A1;225 \A1;225 \A1;60 \A1;60 \A1;50 \A1;8d1/2" \A1;2d1" \A1;2d1" \A1;2000 \A1;300 \A1;8.20 \A1;8.40 \A1;.40 \A1;.20 \A1;.20 \A1;5.00 \A1;7.80 \A1;7.80 \A1;.60 \A1;.60 \A1;.60 \A1;8.20 \A1;4.60 \A1;.40 \A1;8.20 \A1;.40 \A1;2.80 \A1;.20 \A1;.52 \A1;.16 \A1;.52 \A1;.25 \A1;.45 \A1;.39 \A1;.76 \A1;.25 \A1;2.00 \A1;.20 \A1;1.00 \A1;8.20 \A1;.60 \A1;.20 \A1;50 \A1;150 \A1;200 \A1;.40 \A1;6.40 \A1;6.60 \A1;6.60 \A1;7.40 \A1;1.20 \A1;1.20 \A1;1.20 \A1;8.40 \A1;7.80 \A1;7.80 \A1;4.80 \A1;.60 \A1;.60 \A1;.60 \A1;1.88 \A1;.18 TUBO PVC d4"x500 @4000 ESC.1/50 SECCION A-A TUBO PVC SAP d6" 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 d3/8" 20@125 d3/8" 16@150 d3/8" 10@250 d3/8" 38@400 d3/8" 10@250 d3/8" 16@150 d3/8" 20@125 5 2d1" d1/2"@300 c/c d1/2"300 c/c ELEVACION - ARMADURA ESC.1/75 ESC.1/75 ELEVACION - UNIDADES POSTENSORAS 5 5 - 750 30000 1100 2000 661 28900 1500 DIST. PARCIALES DIST. ACUMULADAS TENDON T-2 1200 1700 0.00 1900 X Y TENDON T-1 3000 27400 554 1612 1500 1900 953 1335 3000 3400 784 1087 3000 6400 507 677 3000 9400 309 384 3000 12400 190 209 3000 15400 150 150 3000 18400 241 175 3000 21400 515 251 3000 24400 972 377 TENDON T-1 TENDON T-2 TENDON T-1 (Fpe=245 Ton.) por viga TENDON T-2 (Fpe=245 Ton.) por viga 8d3/8" d3/8"@200 L7 L7 L7 d3/8"@200 d1/2"@150 L6 d1/2"@250 L9 d1/2"@250 L8 L4 d1/2"@300 d1/2"@300 L2 L5 d1/2"@300 L3 d1/2"@300 d1/2"@300 L1 ESC.1/75 PLANTA 5 5 5 5 5 5 5 5 5 5 L7 L7 L7 L6 L2 L3 L4 L8 L9 L5 L1 d1/2"@300 d1/2"@300 d1/2"@300 d1/2"@250 d1/2"@250 d1/2"@300 d1/2"@300 d3/8"@200 4d3/8" . d3/8"@200 d1/2"@150 SECCION A-A - ARMADURA ESC.1/50 \A1; \A1; \A1; \A1; \A1; 1/2" L9 246 1.85 1/4 b 62 TOTAL 128 102 57 26 136 51 62 256 PESO (Kg.) d TIPO No. PZAS. 1 1/4 b 1 b 10.80 8.00 3.00 2.00 1/2" L1 L2 1/2" 1/2" L4 L3 1/2" 204 102 102 102 LONG./PZA 4 b 32.80 2.00 2.25 32.20 4 b 1/2" 1/2" L6 L5 1/2" L8 L7 3/8" 64 34 204 246 d No. DE BARRAS RESUMEN DE ARMADURA POR TRAMO 1/4 b No. BARRAS/PZA. METRADO DE ARMADURA POR TRAMO 1/3 1/4 b 1/4 b 6442 1689 9273 720 335 1/2" 3/8" A A V1 V1 2d1" V2 V2 V3 V3 V3 V3 V3 V3 V3 EJE DE APOYO EJE DE APOYO EJE DE VIA 5 5 5 5 5 5 RASANTE 8d1/2" V2 2d1" 2d1" V1 V1 d3/8" V3 ESC.1/25 SECCION VIGA 5 5 4 b 8 4 1" V1 V2 1/2" 4 b 35.00 32.40 16 32 65 1/2 b 4.50 130 V3 3/8" .20 .20 d1/2" L=32.80 5.00 7.80 7.80 L6 .60 .60 .60 8.20 4.60 .40 8.20 .40 L8 d1/2" L=2.25 .25 2.00 2.80 .20 d1/2" L=3.00 L4 d1/2" L=10.80 L1 d3/8" L=1.20 L10 .52 .16 .52 DETALLE DE REFUERZO S/E d1/2" L=1.85 L9 .25 .45 .39 .76 d3/8" L=32.20 L7 8.20 8.40 .40 1" 28 1001 .60 8.20 1.00 .20 .20 14 1/6 b 1.20 82 L10 3/8" 3/8"@200 \U+2205 DET. EXTREMO LOSA ESC. S/E 150 50 200 L10 7.40 V1 6.60 6.60 6.40 d1" L=35.00 .40 1.20 1.20 1.20 .60 .60 .60 d1/2" L=32.40 4.80 7.80 7.80 V2 8.40 1.88 .18 V3 d3/8" L=4.50 - ACERO DE PREESFUERZO fS = 18900 K/cm2 191 m3 - ACERO DE REFUERZO fy = 4200 K/cm2 - CONCRETO fc = 350 K/cm2 EN VIGA Y LOSA METRADO Y ESPECIFICACIONES / PTE 716 m2 4.0 cm. - SUPERFICIE DE ENCOFRADO : - RECUBRIMIENTOS : 1" D5 4 11.40 1 1/3 b 6 1/2" D8 36 4.50 1/2 b 18 16 4 6.20 7.00 1 b 1/2" D7 D6 1" 4 16 1 b 1 b 12 4 4 VAR D2 D3 1/2" D1 3/4" 1 b 7.00 6.20 11.20 1 1/4 b 4 12 5 18 1 b 5.62 18 D4 1/2" 141 7 3/4" \A1;38000 \A1;44000 \A1;38425 \A1;38425 \A1;44000 \A1;38000 \A1;400 \A1;30000 \A1;8000 \A1;44000 \A1;8000 \A1;30000 \A1;850 \A1;30000 \A1;8000 \A1;44000 \A1;8000 \A1;30000 A \A1;8150 \A1;8150 10 10 10 11 RIO CAÑETE 14+800 14+900 15+000 15+100 15+200 40 30 20 0 20.80 20.65 20.51 20.63 20.21 20.06 19.91 19.77 19.62 19.47 15+100 11.32 11.24 11.16 10.96 10.76 10.79 10.81 10.75 10.70 10.52 19.32 19.17 19.03 18.88 18.73 18.58 18.43 18.29 18.14 17.99 17.84 17.69 17.55 17.40 17.25 17.10 16.95 16.81 16.66 16.51 16.36 COTA RASANTE INT. 1.48% en 880 m. KILOMETRAJE PENDIENTE COTA TERRENO 15+000 14+900 14+800 10.33 10.67 11.01 9.98 8.95 9.85 10.75 10.28 9.80 9.65 9.50 9.66 9.83 10.25 10.67 10.53 10.38 10.39 10.40 10.30 10.19 1.48% EJE APOYO ESTRIBO IZQUIERDO KM 15+070 KM 14+829.15 EJE APOYO ESTRIBO DERECHO NAME: 11.38 m 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 10 EJE DE VIA EJE DE VIA KM 15+032 EJE PILAR EJE PILAR KM 14+988 KM 14+949.575 EJE PILAR EJE PILAR KM 14+911.15 KM 14+867.15 EJE PILAR 1 2 3 4 5 ELEVACION ESC. 1/400 ESC. 1/400 PLANTA N.C. 5.2065 \A1; N.C. 3.6295 N.C. 3.0081 N.C. 2.4247 N.C. 1.8408 N.C. 1.2194 N.C. 1.6423 KM 15+070 EJE APOYO ESTRIBO IZQUIERDO KM 14+988 EJE PILAR EJE PILAR KM 15+032 EJE PILAR KM 14+949.575 KM 14+911.15 EJE PILAR EJE PILAR KM 14+867.15 EJE APOYO ESTRIBO DERECHO KM 14+829.15 2 1 5 4 3 1.5 1.0 Ver Detalle en Plano de Defensas Reibereñas A A C L RASANTE 5 5 CORTE A-A ESC. 1/200 2%

Language	Spanish
Drawing Type	Section
Category	Roads, Bridges and Dams
Additional Screenshots
File Type	dwg
Materials	Concrete, Other
Measurement Units	Metric
Footprint Area
Building Features
Tags	autocad, bridge, concrete, details, DWG, plants, section, sections