Bridge Slab Beam 1700 M DWG Plan for AutoCAD

Complete plan of a slab bridge of 17.00 meters beam of light with all its details. comes the next level of location; flat longitudinal profile; plane plane structure and architecture.

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

soil classification, fill height, cut height, level elevation, ground level, alignment, clay gravel, medium-compact silty gravel, clay gravel, medium-compact silty gravel, plant, front elevation stirrups, handrail detail, fixed support, mobile support, detail of the neoprene, detail of the expansion joint, asphalt, abutment, fixed support detail, beam, general floor, existing profile, possible profile after the completion of the bridge and the cleanliness of the raised cause, lateral elevation, footings, main elevations and fins, floorings , technical specifications, parapets, ground bearing capacity, beam section, rolling surface, upper reinforcement, lower reinforcement, steel distribution, metrics and specifications, main beam and diaphragm, slabs, railings, drainage, summary, total, nº rod, armor detail, armor meter, shape, type, noelem, long, number of pieces, number of rods, longitudinal section, measurement parameters, number of cur va, angle, radius, external, tangent, l.curva, cord, sent, location of the axis of the bridge projected on the basis of triangulation, n. m., goes to, river, chivichari, via proposal, description, legend, bridge board, via provicional, existing way, simbology, sections, bach. patricia alfaro valderrama

Raw text data extracted from CAD file:

0.30 17.00 0.30 0.30 0.30 0.25 0.165 1.02 0.20 0.70 0.05 3.60 0.05 0.70 4.00 0.175 0.25 0.25 4.00 0.25 4.00 0.25 4.00 0.175 0.25 0.30 0.30 4.25 4.25 4.25 4.25 1.225 0.15 0.40 0.15 1.45 0.15 0.40 0.15 1.225 1.53 2.05 1.53 0.70 0.93 0.78 0.80 0.30 1.28 3.08 1.00 0.10 1.425 2.085 5.46 3.51 0.50 4.20 5.60 6.70 3.44 7.50 3.44 1.28 0.88 2.20 1.00 0.10 5.46 0.30 0.30 0.15 1.20 1.20 0.30 1.20 1.20 1.20 1.20 1.20 0.45 0.50 1.05 0.55 0.30 2.20 1.00 0.10 3.30 2.40 0.05 0.70 0.05 0.70 3.60 0.15 0.265 0.785 0.20 0.15 0.40 0.15 0.675 0.50 1.75 0.40 0.15 0.675 0.50 5.20 1.45 0.40 0.30 0.15 0.15 0.20 0.10 0.10 0.30 0.40 0.15 0.10 0.20 0.20 45° 45° 0.03 0.30 0.03 0.45 0.15 0.15 0.50 0.33 5.15 0.31 0.55 1.05 0.50 1.20 0.80 3.36 30° 45° 7.19 3.36 0.31 0.55 1.05 0.50 5.15 1.20 30° 45° 0.80 17.60 17.00 7.19 30° 1.20 5.15 0.50 1.05 0.55 0.31 45° 0.80 3.36 30° 1.20 5.15 0.50 1.05 0.55 0.31 3.36 45° 0.80 0.30 2.50 4.25 0.30 0.30 4.00 1.50 0.10 1.50 2.80 1.50 0.10 1.50 4.00 0.30 0.30 2.50 0.30 4.25 1.20 0.70 0.05 3.60 0.05 0.70 5.10 0.30 4.25 4.25 4.25 4.25 0.30 17.60 1.225 0.15 0.40 0.15 1.45 0.15 0.40 0.15 1.225 1.53 2.05 1.53 0.25 0.25 0.25 0.25 0.25 0.40 1.00 0.40 1.00 0.40 0.40 0.40 0.40 0.15 0.225 0.15 0.30 0.30 0.225 0.15 0.15 0.30 0.20 0.30 4.04 0.10 0.10 0.10 3.18 0.14 0.66 3.18 0.10 0.14 0.10 6.24 6.05 6.24 0.10 0.10 4.77 9.00 4.77 0.10 0.55 0.07 0.65 0.40 0.30 0.30 0.35 0.20 0.10 0.10 6.24 6.05 6.24 0.10 4.77 9.00 4.77 0.10 0.20 0.20 4.75 4.75 0.74 0.17 0.10 1.09 0.32 0.15 0.20 5.86 9.00 7.36 0.20 0.20 7.46 5.80 7.46 0.20 1.32 0.15 3.00 9.00 3.00 0.15 1.32 0.50 3.68 1.32 2.85 5.80 2.85 1.32 3.68 0.50 0.50 5.16 1.15 0.90 5.63 0.90 1.15 5.16 0.50 5.86 9.00 5.86 0.50 5.86 9.00 5.86 0.50 KM 0+000 10 20 30 40 50 60 70 80 90 100 110 KM 0+120 PENDIENTE ( % ) CLASIFICACION TERRENO ALTURA RELLENO ALTURA CORTE COTA RAZANTE COTA TERRENO ALINEAMIENTO 903.00 902.00 901.00 900.00 899.00 898.00 897.00 896.00 895.00 900.34 900.34 00.00 899.85 899.28 00.57 899.86 897.48 02.40 899.88 897.26 02.62 899.69 897.89 01.80 899.50 898.41 01.09 899.12 898.53 00.59 896.74 898.51 00.23 898.55 898.55 00.00 GRAVA ARCILLOSA,GRAVA LIMOSA DE COMPACIDAD MEDIA GRAVA ARCILLOSA, GRAVA LIMOSA DE COMPACIDAD MEDIA 5.30 0.50 1.80 5 EJE DE APOYO (F) 5 5 EJE DE APOYO (M) 0.30 0.30 5 0.165 5 5 SECCION B-B` SC 1/50 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 PLANTA SC 1/50 5 0.15 5 0.15 5 0.15 5 0.15 5 5 5 5 A A B B ELEVACION FRONTAL ESTRIBOS SC 1/50 N=899.88 m.s.n.m 5 5 5 5 5 5 5 5 5 5 <> 5 CONCRETO CICLOPEO F`c = 140 Kg/cm2 + 30% PM N=898.605 m.s.n.m SOLADO Fc`= 100Kg/cm2 5 Ø 3/8" @ 0.30 Ø 1/2" @ 0.30 Ø 3/8" @ 0.30 5 5 5 5 5 5 5 5 5 5 5 5 SECCION 1-1` SC 1/25 5 DETALLE BARANDA SC 1/25 EJE DE APOYO (MD) Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" 0.30 0.30 0.15 5 5 5 Fº GALV Ø2" Fº GALV Ø2" 5 5 5 5 5 5 Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" Fº GALV Ø2" SECCION 2-2` SC 1/25 SOLADO Fc`= 100Kg/cm2 CONCRETO CICLOPEO F`c = 140 Kg/cm2 + 30% PM 5 5 5 5 N=897.63 m.s.n.m 5 5 5 5 N=894.43 m.s.n.m 5 5 5 5 5 5 P = 2% P = 2% 5 0.265 0.785 5 0.15 5 0.15 0.675 5 1.75 5 0.15 0.675 5 5.20 5 SECCION A-A` SC 1/25 5 5 5 5 5 5 5 5 5 APOYO FIJO SC 1/10 SC 1/10 APOYO MOVIL DETALLE DEL NEOPRENO DETALLE JUNTA DILATACION ASFALTO 5 5 5 5 5 5 LOSA ( Tablero ) ESTRIBO 9`x 1/2`x 3.60 2l 6`x 6`x 1/2 x 3.60 m ANCLAJES Ø 1/2`@ 0.25 SC 1/10 1` 2` 2` 2` SC 1/10 DETALLE APOYO FIJO ESTRIBO VIGA NEOPRENO 0.30 x 0.40 x 0.025 DUREZA 50 FACTOR DE FORMA 3.5 2 Ø 1` 5 5 5 5 5 5 0.50 5 5 5 5 5 5 5 5 5 5 5 7.19 5 5 5 5 5 5 5 5 5 5 5 5 7.19 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1` 1` 2` 2` PLANTA GENERAL SC 1/50 EJE DE APOYO (F) EJE DE APOYO (M) N=899.88 m.s.n.m P = 0.50% P = 7.00% N=899.88 m.s.n.m PERFIL EXISTENTE PERFIL EXISTENTE NA. MAX EXT. = 897.97 m.s.n.m NA. MAX. = 897.39 m.s.n.m NA. MIN. = 897.03 m.s.n.m N.F. RIO = 896.51 m.s.n.m N.F.C. = 894.43 m.s.n.m N.F.C. = 894.43 m.s.n.m PERFIL POSIBLE DESPUES DE LA CULMINACION DEL PUENTE Y DE LA LIMPIEZA DEL CAUSE PLANTEADO SC 1/50 ELEVACION LATERAL CONCRETO SIMPLE fc`= 140kg/cm2 + 30% PM ZAPATAS ELEVACIONES PRINCIPALES Y ALETAS CONCRETO SIMPLE fc`= 100 Kg/cm2 SOLADOS ESPECIFICACIONES TECNICAS ACERO fy = 4200kg/cm2 CONCRETO ARMADO ( PARAPETOS ) CONCRETO fc`= 140 Kg/cm2 RECUBRIMIENTO r = 5.00 cm PARAPETOS CAPACIDAD PORTANTE DE TERRENO Qt = 1.50 kg/cm2 SC 1/50 SECCION VIGA 5 5 5 5 5 5 5 5 5 <> 5 5 5 5 5 5 5 5 5 5 37 ESTRIBOS Ø 1/2" 2@ 0.15 RESTO @0.50 3 Ø 1" (3-4-5) 3 ( Ø 1/2" ) - (6) 2 ( 5 Ø 1" ) - 1 - 2 5 5 D C B A 5 5 5 5 5 5 5 5 5 5 5 5 0.15 5 0.15 5 0.15 5 0.15 5 5 5 5 4 Ø 3/8" @ 0.20 (V3) 3 Ø 3/8" @ 0.20 (V4) 17 Ø 5/8" @ 0.20 (L3) 17 Ø 3/8" @ 0.20 (L4) SUPERFICIE DE RODADURA ARMADURA SUPERIOR ARMADURA INFERIOR 60 Ø 5/8" @ 0.20 (L1) 59 Ø 3/8" @ 0.20 (L2) 60 Ø 1/2" @ 0.30 (V1) 2 2 1 1 SC 1/50 PLANTA 17 Ø 5/8" @ 0.20 (L3) 60 Ø 5/8" @ 0.20 (L1) 17 Ø 5/8" @ 0.20 (L4) 59 Ø 3/8" @ 0.20 (L2) 1 ( 2 Ø 1/2" ) - ( D2 ) 2 ( 2 Ø 3/4" )-( D1) ( EN CADA MALLA O CARA ) 5 ESTRIBOS Ø 3/8" , 2 @ 0.15 , 1 @ 0.225 , R @ 0.30 - ( D3 ) 5 5 5 5 5 5 5 5 5 5 5 SC 1/25 SECCION 1 - 1` 2 Ø 1" - (5) SECCION 2-2` SC 1/25 2 Ø 3/4"- (7) 1 Ø 3/4" -(8) 37 EST. Ø 1/2" - (9) 5 Ø 1" - (2) 2 Ø 1" - (4) 3 Ø 1" - (3) 5 Ø 1" - (1) 6 Ø 1/2" - (6) SC 1/25 SECCION 2-2` 4 Ø 3/8" - (V3) 2 Ø 1" - (4) 3 Ø 3/8" - (V4) 3 Ø 3/8" - (V4) 5 5 5 5 5 5 5 5 5 5 1 (2 Ø 1/2") - (D2) 17 Ø 3/8" @ 0.25 - (L3) 59 Ø 5/8" @ 0.30 - (L2) 5 60 Ø 1/2" @ 0.30 - (V1) 60 Ø 1/2" @ 0.30 - (V2) 5 5 SC 1/10 SECCION A-A` 2 Ø 1" - (4) 2 Ø 1" - (5) 1 Ø 3/4" - (8) 6 Ø1/2" - (6) 37 EST. Ø 1/2" - (9) 5 Ø 1" - (2) 5 Ø 1" - (1) 1 Ø 3/4" - (8) 2 Ø 1" - (5) 2 Ø 1" - (4) 6 Ø 1/2" - (6) 37 EST. Ø 1/2" - (9) 5 Ø 1" - (2) 5 Ø 1" - (1) 2 Ø 1" - (5) 1 Ø 3/4" - (8) 6 Ø 1/2" - (6) 37 EST. Ø 1/2" - (9) 5 Ø 1" - (1) 5 Ø 1" - (2) 2 Ø 1" - (7) 1 Ø 3/4" - (8) 6 Ø 1/2" - (6) 37 EST. Ø 1/2" - (9) 5 Ø 1" - (1) 5 Ø 1" - (2) SC 1/10 SECCION B-B` SC 1/10 SECCION C-C` SC 1/10 SECCION D-D` SC 1/10 DISTRIBUCION DE ACERO 3 Ø 1" - (3) 3 Ø 1" - (3) 3 Ø 1" - (3) 2 Ø 1" - (4) 2 Ø 1" - (4) 2 Ø 1" - (5) METRADOS Y ESPECIFICACIONES VIGA PRINCIPAL Y DIAFRAGMA - CONCRETO fc`= 210 Kg/cm2 : 18.93m3 - ENCOFRADO : 103.03m2 - ARMADURA fy = 4200kg/cm2 : 3891.20kg - ARMADURA fy = 4200kg/cm2 : 2336.02kg - CONCRETO fc`= 210 Kg/cm2 : 16.88m3 - ENCOFRADO : 95.55m2 LOSA - VOLADOS - TUBO Fº GALVANIZADO Ø 2" = 36.60m BARANDAS - TUBO Fº GALVANIZADO Ø 3" = 44.80m - TUBO PVC SAP Ø 3" x 0.70m = 4.20ml DRENAJE Ø RESUMEN 1 " 3/4 " 5/8 " 1/2 " TOTAL Nº VARILLA Kg 87.00 10.00 31.00 29.00 3163.32 203.40 446.40 266.22 4079.34 TOTAL 80.00 44.00 1/2 " 5/8 " 403.92 417.60 2868.12 Nº VARILLA RESUMEN 128.00 10.00 3/4 " 1 " Ø 203.40 1843.20 Kg 5 5 5 DETALLE DE ARMADURA METRADO DE ARMADURA 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 0.74 0.17 0.10 FORMA TIPO L2 L3 L1 L4 V1 V2 V3 V4 D1 D2 D3 Ø NºELEM LONG NºPIEZAS L.P.Ø 3/4" L.P.Ø 5/8" L.P.Ø 1/2" L.P.Ø 3/8" 5/8" 3/8" 5/8" 1/2" 1/2" 5/8" 3/8" 3/8" 3/4" 1/2" 3/8" 05 05 05 02 02 02 02 01 01 01 01 02.37 02.02 02.57 18.74 18.74 00.76 18.74 18.74 02.01 04.32 06.00 07.00 02.00 03.00 04.00 60.00 60.00 17.00 59.00 15.00 60.00 08.48 77.10 508.80 254.88 281.10 318.58 241.20 91.20 149.92 112.44 23.70 70.70 TOTAL +10% DESPERDICIO NºVARRILLAS 77.10 84.81 10.00 128.00 1149.26 1044.78 44.00 391.71 356.10 80.00 716.80 651.64 L.P.Ø 3/4" METRADO DE ARMADURA 03.12 37.00 NºVARRILLAS +10% DESPERDICIO TOTAL 87.00 775.10 704.64 20.32 09.00 20.72 21.05 22.50 17.94 21.12 02 02 02 02 05.00 03.00 02.00 02.00 06.00 02.00 01.00 21.12 LONG NºELEM 05.00 NºPIEZAS 31.00 273.50 248.64 10.00 84.30 76.64 29.00 253.97 230.88 L.P.Ø 1/2" L.P.Ø 5/8" L.P.Ø 3/8" DETALLE DE ARMADURA 9 8 7 6 5 4 3 2 0.32 1.09 0.15 1 TIPO FORMA 1/2" 3/4" 3/4" 5/8" 1" 1" 1" 1" 1" Ø 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 02 02 02 02 02 84.20 90.00 107.64 211.20 211.20 36.00 40.64 248.64 230.88 SC 1/250 SECCION LONGITUDINAL SECCION LONGITUDINAL SC 1/250 < A , C ,( PI 01 ) = 126 º 17 ' C - ( PI 01 ) = 7.87 ml PARAMETROS DE MEDICION NºDE CURVA ANGULO RADIO EXTERNA TANGENTE L.CURVA CUERDA PC PT PI SENT 23º29'24'' 01 25.00 0.54 5.20 10.25 10.18 58.57 68.82 63.77 D UBICACION DEL EJE DEL PUENTE PROYECTADO EN BASE A LA TRIANGULACION < ( PI 00 ) , B , A = 84 º 18 ' ( PI 00 ) - B = 16.55 ml B = 20.00 ml N . M . PI 01 VA A 898.00 897.00 896.00 897.00 898.00 899.00 899.00 898.00 897.00 896.00 900.00 900.00 RIO CHIVICHARI 28º23' 81º28' 70º9' 39.58 41.62 20.00 126º17' 84º18' A C B BM - 1900.00 m.s.n.m UBICADO SOBRE LOSA DE CONCRETO LADO IZQUIERDO DE LA VIA VIA PROPUESTA DESCRIPCION RIO LEYENDA TABLERO DEL PUENTE VIA PROVICIONAL VIA EXISTENTE SIMBOLOGIA TABLERO DEL PUENTE C - 1 C - 2 1 Km 0+000 20 30 50 60 70 90 110 Km 0+120 CT = 900.34 CR = 900.34 AR = 00.00 CR = 899.28 CT = 899.85 AR = 02.56 CR = 897.48 CT = 899.88 AR = 14.75 CR = 897.26 CT = 899.88 AR = 16.66 CR = 897.89 CT = 899.69 AR = 10.03 CR = 898.41 CT = 899.50 AR = 05.34 CR = 898.53 CT = 899.12 AR = 02.66 CR = 898.51 CT = 898.74 AR = 01.05 CR = 898.55 CT = 898.55 AR = 00.00 SECCIONES SC 1 / 250 ( Ø 3/4" ) - (7-8) Bach. PATRICIA ALFARO VALDERRAMA Bach. \H0.7631x;MARIA GIRON URETA

Language	Spanish
Drawing Type	Plan
Category	Roads, Bridges and Dams
Additional Screenshots
File Type	dwg
Materials	Steel, Other
Measurement Units	Imperial
Footprint Area
Building Features
Tags	autocad, beam, bridge, complete, details, DWG, Level, light, location, meters, plan, slab

CAD_Plans

View All Downloads