Bridges Mall Pilow DWG Detail for AutoCAD

Bridges Mall Pilow DWG Detail for AutoCAD

Bridges Mall pilow Details

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

metal launcher for, construction of bridges, military engineering school, speaker: ing. msc. nelson vega, indicated scales, bridges pushed, degree project, proposer: daniel nestor cano mirror, dimensions head, ing. msc.nelson vega, dark vader, egr. omar salazar l., drawing :, date :, peace – bolivia, degree dissertation to obtain, speaker:, degree in civil engineering, proponent:, dimension plane, suspension bridge with central arch, plane, cross section, construction company lot and house sa, positive, technical office, bridge urubo, half elevation, a characteristic cylindrical resistance to the, the homigon of the different elements will have, armed with prestressed transverse beams, structure type cable-stayed arch of concrete, by pods of phd with cement injection, the structural steel should have a fatigue, the access sections will be filled with, if changeable, dimensions in meters, the concrete of the abutment, prestressed beams, slab and edge beams, abutment, arch, notes :, quantity summary, structural steel for stirrup, composite neoprene apparatus, concrete for stirrup, position, no., l. unit, l. total, weight, bending scheme, drawing: daniel cano e., arch bridge with cables, daisy field-caipipendi block, ing msc. nelson vega a., general plan, designer:, of roads, department of bridges, vobo national service, ing. mario ruiz i., plane no., maxus bolivia inc., neoprene support, total weight, l. total, sheet iron, pos., l. unit., bending plan, weight, drawing: milton, stapes plan, engineer’s criterion, erosion of surface water, the slope in front of the stapes should be protected, the minimum tension of the ground of foundation should be, the height of foundation will be defined in work according to, armed with transverse beams, the abutment is reinforced concrete with a resistance, side view of abutment, parapet reinforcement, shoe reinforcement, eave reinforcement, aa section, front view of abutment, abutment floor , item, description, unit, quantity, structural steel, rock excavation, composite neoprene supports, kgr, iron splint, diagram, front view modified head, pos, l unit, l total, brace reinforcement, reinforcement anchor, the same characteristics of the stirrup side margarita, clean and artificially rough surfaces, the reinforcement of the tubulon consists of anchoring four, by means of a bracket with the appropriate reinforcement, cables that must be accommodated in the shaft of the tubulon, the existing structure of the stirrup side white sticks, must be adapted to the current conditions, it should build a head on the tubulon with, detail of reinforcement, horizontal, of stirrups, front view head built, plant head built, plant head to build, the union of the new concrete with the old concrete, must be executed with a bridge of adhesion in, scales indicated, dimensions in meters, existing reinforcement

Raw text data extracted from CAD file:

\LNOTAS \lESTRUCTURA PRINCIPAL Viga principal 6.00 pzas. Arriostres 9.00 pzas. Contravientos 18.00 pzas. ELEMENTOS ADICIONALES Viga principal 4.00 pzas. Arriostres 4.00 pzas. Contravientos 10.00 pzas. GATOS HIDRAULICOS 2.00 pzas. LANZADOR METALICO PARA CONSTRUCCION DE PUENTES ESCUELA MILITAR DE INGENIERIA Ponente : Ing. Msc. Nelson Vega ESCALAS INDICADAS PUENTES EMPUJADOS PROYECTO DE GRADO Proponente : Daniel Nestor Cano Espejo 2/8 \A1;2 \A1;2.7 \A1;1.6 \A1;2 731.0922018680584 731.0922018680584 731.0922018680584 731.0922018680584 ESC 1:50 DIMENSIONES CABEZAL 621.5005637073098 621.5005637073098 621.5005637073098 621.5005637073098 621.5005637073098 621.5005637073098 621.5005637073098 621.5005637073098 \A1;3.00 \A1;1.00 \A1;1.55 \A1;0.60 \A1;0.35 \A1;2.00 \A1;2.30 \A1;0.35 8 Ing. MSc.Nelson Vega OCTUBRE - 98 DARK VADER Egr. Omar Salazar L. DIBUJO: FECHA: LA PAZ - BOLIVIA TESIS DE GRADO PARA OBTENER PONENTE: LICENCIATURA EN INGENIERIA CIVIL PROPONENTE: DE 2 PLANO DE DIMENSIONES PUENTE SUSPENDIDO CON ARCO CENTRAL PLANO ESCUELA MILITAR DE INGENIERIA \A1;3.650 \A1;3.650 \A1;7.300 \A1;1.250 \A1;8.300 \A1;0.500 \A1;7.300 \A1;0.500 11.59437958987809 11.59437958987809 11.59437958987809 11.59437958987809 11.59437958987809 11.59437958987809 2% 2% 11.59437958987809 11.59437958987809 \A1;0.100 \A1;0.050 \A1;0.110 -54.09560872916536 -54.09560872916536 -54.09560872916536 DRENAJE d4" ESC 1:50 SECCION TRANSVERSAL C EMPRESA CONSTRUCTORA LOTE Y CASA S.A. CABLAJE POSITIVO OFICINA TECNICA \fArial|b1|i1|c0|p34;LYCSA PUENTE URUBO MEDIA ELEVACION ESC 1:75 \A1;0.125 \A1;0.175 \A1;0.313 \A1;0.175 \A1;0.313 \A1;0.175 \A1;0.250 9.742767285728803 9.742767285728803 9.742767285728803 9.742767285728803 9.742767285728803 9.742767285728803 9.742767285728803 30 [MPa] 30 [MPa] UNA RESISTENCIA CILINDRICA CARACTERISTICA A LOS EL HOMIGON DE LOS DIFERENTES ELEMENTOS TENDRA ARMADO CON VIGAS TRANSVERSALES PRETENSADAS ESTRUCTURA TIPO ARCO ATIRANTADO DE HORMIGON 21 [MPa] LOS ANCLAJES FIJOS 6V13 SERAN MODIFICADOS A FIN POR VAINAS DE PHD CON INYECCION DE CEMENTO EL ACERO ESTRUCTURAL DEBERÁ TENER UNA FATIGA LOS TRAMOS DE ACCESO SERAN CON RELLENO CONTRA CON TORONES DE 13 mm. DE GRADO 270 KSI. CUBIERTOS LOS TIRANTES O PENDOLONES SERAN DE CABLE DE 16 V 13 30 [MPa] DE SER CAMBIABLES ESCALAS INDICADAS DIMENSIONES EN METROS EL HORMIGON DEL ESTRIBO 9.- 8.- 7.- VIGAS PRETENSADAS DE FLUENCIA DE 420 [Mpa] LOSA Y VIGAS DE BORDE 6.- 5.- ESTRIBO 4.- CAMION TIPO MS-18 (AASHTO 97) ARCO 28 DIAS DE: 3.- 1.- 2.- NOTAS: RESUMEN DE CANTIDADES ACERO ESTRUCTURAL PARA ESTRIBO APARATO DE NEOPRENO COMPUESTO HORMIGON PARA ESTRIBO (UN SOLO ESTRIBO) 3 50.05 dm 8.17 T 88.56 m 3 Posicion f [mm] Nro. L. Unit [m] L. Total [m] Peso [Kg] Esquema de doblado [m] 1 20 14 8.25 115.50 285.29 2 20 14 8.25 115.50 285.29 3 12 4 8.25 33.00 29.37 4 10 14 1.84 25.76 15.97 5 20 60 8.25 495.00 1222.65 6 20 60 8.25 495.00 1222.65 7 12 30 8.25 247.50 220.28 8 10 1080 1.84 1987.20 1232.06 9 20 10 46.20 462.00 1141.14 10 20 10 46.20 462.00 1141.14 11 16 12 46.20 554.40 875.95 12 12 740 2.14 1583.60 1409.40 13 20 42 2.70 113.40 280.10 14 20 315 3.80 1197.00 2956.59 15 12 232 8.25 1914.00 1703.46 16 10 50 2.00 100.00 62.00 17 16 555 3.80 2109.00 3332.22 18 10 155 8.25 1278.75 792.83 19 10 350 1.50 525.00 325.50 20 20 10 86.40 864.00 2134.08 21 20 10 86.40 864.00 2134.08 22 16 8 86.40 691.20 1092.10 23 12 1700 1.94 3298.00 2935.22 24 16 6 8.25 49.50 78.21 25 16 6 8.25 49.50 78.21 26 10 36 1.74 62.64 38.84 27 16 368 1.00 368.00 581.44 28 10 368 1.34 493.12 305.73 27911.79 \A1;100.00 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;16.00 \A1;1.05 \A1;1.50 \A1;0.50 \A1;0.50 \A1;4.50 \A1;1.00 \A1;16.00 -147.2228653630687 -147.2228653630687 -147.2228653630687 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -147.2228653630687 -147.2228653630687 -147.2228653630687 -147.2228653630687 -136.3125143044136 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 \A1;100.00 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;6.25 \A1;16.00 \A1;1.05 \A1;1.50 \A1;0.50 \A1;0.50 \A1;4.50 \A1;1.00 \A1;16.00 -147.2228653630687 -147.2228653630687 -147.2228653630687 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -147.2228653630687 -147.2228653630687 -147.2228653630687 -147.2228653630687 -136.3125143044136 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 -136.3804561098748 DIBUJO: DANIEL CANO E. ESCALAS INDICADAS FECHA: DICIEMBRE 98 PUENTE ARCO CON CABLES MARGARITA FIELD-CAIPIPENDI BLOCK ING MSc. NELSON VEGA A. PLANO GENERAL PROYECTISTA: DE CAMINOS DEPARTAMENTO DE PUENTES VoBo SERVICIO NACIONAL ING. MARIO RUIZ I. PLANO Nro. 1/4 MAXUS BOLIVIA INC. APOYO DE NEOPRENO -160.0278474525341 -160.0278474525341 -210.5854296644556 PTE 2 % -210.5854296644556 -210.5854296644556 -210.5854296644556 -210.5854296644556 -210.5854296644556 -210.5854296644556 -210.5854296644556 -210.5854296644556 -210.5854296644556 -210.5854296644556 -210.5854296644556 \A1;1.05 \A1;1.50 \A1;2.25 \A1;0.79 \A1;2.50 \A1;1.00 \A1;0.50 \A1;0.85 \A1;1.90 \A1;0.30 \A1;1.20 \A1;0.90 \A1;0.45 \A1;1.00 \A1;1.50 \A1;1.05 \A1;2.25 \A1;0.85 \A1;2.80 \A1;1.00 \A1;0.50 \A1;2.00 \A1;0.30 \A1;1.20 \A1;0.30 \A1;3.45 \A1;3.45 \A1;0.30 \A1;8.00 \A1;1.00 \A1;0.50 \A1;2.80 \A1;1.20 \A1;0.30 \A1;2.00 \A1;8.00 \A1;0.30 \A1;3.45 \A1;3.45 \A1;0.33 \A1;0.45 \A1;1.00 \A1;4.00 \A1;1.00 \A1;0.45 \A1;0.45 \A1;0.90 18.40 27.60 144.72 69.76 217.08 28.80 PESO TOTAL 90.00 61.30 18 12 4 4.60 54 10 14 10 16 17 12 15 10 36 6 32 13 10 12 11 10 20 12 36 10 4.02 4.02 4.60 2.18 2.40 2.50 6.13 0.30 [Kg] 16.339 6424.138 133.938 43.042 89.292 24.509 17.770 55.530 151.166 0.30 16 14 1.82 13 0.15 0.04 5.53 2.40 11 4.60 17 18 15 2.18 2.50 12 136.40 693.00 455.60 182.24 45.56 1275.68 1503.48 1348.16 1379.00 1126.40 L. TOTAL PLANILLA DE HIERROS POS. 45.56 33 10 4 4 10 7 12 9 10 10 8 10 420 88 10 6 10 5 10 1 28 45.56 1.65 1.55 45.56 45.56 45.56 12 2 3 10 1 12 175 176 176 d N° 7.88 7.66 6.40 L. UNIT. [m] [m] ESQUEMA DE DOBLADO 5 0.18 927.647 112.442 84.159 615.384 281.105 28.111 787.095 0.40 0.05 0.60 9 0.18 0.15 0.22 0.05 4 0.75 831.815 1224.552 1000.243 PESO [Kg] 6.40 1.98 1 0.18 2 0.18 0.22 10 0.05 0.40 0.15 0.50 0.05 8 6 7 45.56 0.75 1.70 3 7.66 1.98 \A1;0.85 \A1;3.50 \A1;2.35 \A1;5.00 \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; ING MSc. NELSON VEGA A. FECHA: FEBRERO 99 DIBUJO: MILTON ING. MARIO RUIZ I. ESCALAS INDICADAS 5/6 PLANO Nro. MARGARITA FIELD-CAIPIPENDI BLOCK PUENTE ARCO CON CABLES PLANO DE ESTRIBO PROYECTISTA: VoBo SERVICIO NACIONAL DEPARTAMENTO DE PUENTES DE CAMINOS MAXUS BOLIVIA INC. CRITERIO DEL INGENIERO LA EROSION DE LAS AGUAS SUPERFICIALES DIMENSIONES EN METROS SE DEBE PROTEGER EL TALUD DELANTE DEL ESTRIBO DE LA TENSION MINIMA DEL TERRENO DE FUNDACION DEBE 10.- 9.- 8.- ESCALAS INDICADAS 6.- SER DE 0.70 MPa LA COTA DE FUNDACION SERA DEFINIDA EN OBRA SEGUN DE FLUENCIA DE 420 [Mpa] EL ACERO ESTRUCTURAL DEBERÁ TENER UNA FATIGA CILINDRICA CARACTERISTICA A LOS 28 DIAS DE 21 MPa 5.- 4.- ESTRUCTURA TIPO ARCO ATIRANTADO DE HORMIGON ARMADO CON VIGAS TRANSVERSALES CAMION TIPO MS-18 (AASHTO 97) INCREMENTADO 25% EL ESTRIBO ES DE HORMIGON ARMADO CON UNA RESISTENCIA 3.- 2.- 1.- NOTAS: \A1;3d20 ESTR. d10c/30 \A1;d10c/25 \A1;4d12 5d16 \A1;4d10 \A1;2d12 \A1;4d12 \A1;14d16 \A1;14d16 \A1;3d20 \A1;2d12 2 X 3d10 ESTR. d10c/30 d 16 C/ 20 \A1;4d10 5 5 PTE 2 % 5 5 5 5 5 5 5 APOYO DE NEOPRENO 5 A A 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 SECCION TRANSVERSAL ESC 1:50 VISTA LATERAL DE ESTRIBO ESC 1:50 ARMADURA DE PARAPETO ESC 1:20 ARMADURA DE ZAPATA ESC 1:50 ARMADURA DE ALERO ESC 1:20 SECCION A-A ESC 1:20 VISTA FRONTAL DE ESTRIBO ESC 1:50 PLANTA DE ESTRIBO ESC 1:50 d10c/30 5 \U+2205 12 41.40 PESO TOTAL 13.84 23.70 13 10 12 11 12 20 12 4 6 V 3.46 3.95 [Kg] 1781.47 25.54 12.29 58.42 16 14 1.82 13 0.15 0.04 2.40 11 4.60 17 18 15 2.18 12 39.60 147.00 195.00 147.00 261.30 90.00 59.60 29.80 37.25 37.25 L. TOTAL PLANILLA DE HIERROS POS. 7.45 8 10 4 14 16 7 16 9 10 12 8 16 14 4 50 6 20 5 10 67 40 10.50 10.50 9.90 3.90 3.90 2.25 16 2 3 12 1 12 5 4 5 d N° 7.45 7.45 7.45 L. UNIT. [m] [m] ESQUEMA DE DOBLADO 5 36.77 231.97 35.16 231.97 307.71 644.10 55.53 0.50 3.45 4 26.46 58.78 33.08 PESO [Kg] 7.45 1.00 1 2 10 7 9.90 3 1 2 3 4 4 5 5 8 d 20 C/ 15 9 10 6 7 11 14 13 12 14 11 13 12 5 5 5 38.40 V 12 10 14 23.69 2.70 0.60 6 0.60 0.25 9.90 0.30 0.30 1.55 1.91 0.25 0.10 1.25 13 14 PLANILLA DE HIERROS ITEM D E S C R I P C I O N UNIDAD CANTIDAD 2 1 ACERO ESTRUCTURAL HORMIGON TIPO R 21 MPa 3 4 EXCAVACION EN ROCA APOYOS DE NEOPRENO COMPUESTO m3 dm3 kgr m3 4 3 2 1 7.- CON 7 PLACAS DE ACERO DE 3 MM COMO MINIMO LOS APARTOS DE APOYO TIENE UN ESPESOR DE 10 CM \A1;0.30 \A1;3.45 \A1;3.45 \A1;0.30 \A1;0.50 \A1;1.20 \A1;0.30 \A1;2.00 \A1;0.30 \A1;3.45 \A1;3.45 \A1;0.85 \A1;10.00 \A1;0.70 \A1;1.50 \A1;3.30 \A1;2.30 \A1;1.10 \A1;0.40 \A1;1.65 \A1;1.08 \A1;1.07 \A1;0.52 PLANILLA DE FIERROS ESQUEMA VISTA FRONTAL CABEZAL MODIFICADO POS d Nro. L unit (m) L Total (m) 15 d 25 1 d 25 SOLDADO 2 8 d 12 4 15 d 25 1 ARMADURA DE MENSULA ANCLAJE DE REFUERZO 1 25 1.50 22.50 15 1 1.00 1.00 2 25 2.55 35.70 14 3 16 ESC 1:50 ESC 1:50 Peso (Kgr) 174.43 7.71 112.67 \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; -62.72708507107318 -62.72708507107318 -62.72708507107318 -62.72708507107318 -62.72708507107318 -34.43939367239211 -34.43939367239211 -34.43939367239211 -34.43939367239211 -34.43939367239211 -34.43939367239211 -62.72708507107318 7.- NOTAS: 1.- 2.- 3.- 4.- 5.- 6.- 8.- 10.- LAS MISMAS CARACTERISTICAS DEL ESTRIBO LADO MARGARITA LOS APARATOS DE APOYO TIENE UN ESPESOR DE 10 CM CON 7 PLACAS DE ACERO DE 3 MM COMO MINIMO SER DE 0.70 MPa SUPERFICIES LIMPIAS Y ARTIFICIALMENTE RUGOSAS LA TENSION MINIMA DEL TERRENO DE FUNDACION DEBE EL REFUERZO DEL TUBULON CONSISTE EN ANCLAR CUATRO MEDIANTE UNA MENSULA CON EL REFUERZO ADECUADO CABLES QUE SE DEBEN ACOMODAR EN EL FUSTE DEL TUBULON EL ESTRIBO ES DE HORMIGON ARMADO CON UNA RESISTENCIA CAMION TIPO MS-18 (AASHTO 97) INCREMENTADO 25% ARMADO CON VIGAS TRANSVERSALES ESTRUCTURA TIPO ARCO ATIRANTADO DE HORMIGON CILINDRICA CARACTERISTICA A LOS 28 DIAS DE 21 MPa LA ESTRUCTURA EXISTENTE DEL ESTRIBO LADO PALOS BLANCOS DEBE SER ADAPTADA A LAS CONDICIONES ACTUALES SE DEBE CONSTRUIR UN CABEZAL SOBRE EL TUBULON CON ESC 1:50 DETALLE DE ARMADURA HORIZONTALES d 10C/15 4 d 16 EN FORMA DE ESTRIBOS 15 d 25 5 d 16 ESC 1:50 VISTA FRONTAL CABEZAL CONSTRUIDO ESC 1:50 PLANTA CABEZAL CONSTRUIDO 5 5 5 5 5 5 ESC 1:50 PLANTA CABEZAL A CONSTRUIR 9.- LA UNION DEL HORMIGON NUEVO CON EL HORMIGON VIEJO DEBE SER EJECUTADO CON UN PUENTE DE ADHERENCIA EN ESCALAS INDICADAS , DIMENSIONES EN METROS 5 5 5 5 5 7 d 16 3 ARMADURA EXISTENTE 9.95 11.20 1.40 8 4 12 1 2 4 3 0.70 0.80 1.00 1.15 0.25 0.30 0.80 1.50 0.30

Language	Spanish
Drawing Type	Detail
Category	Roads, Bridges and Dams
Additional Screenshots
File Type	dwg
Materials	Concrete, Steel, Other
Measurement Units	Metric
Footprint Area
Building Features
Tags	autocad, bridge, bridges, DETAIL, details, DWG, mall