Slabs Of Concrete DWG Detail for AutoCAD

Plants of concrete slabs – Foundation plant – Details – Iron planes

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

beam, band, beam, band, Business premises, kind, Axes, Plinth type, Type column, dimensions, Concrete days, One section, Corrugated reinforcing steel, Depth of foundation, Stirrup steel temperature, Lower on column supports, Permissible soil capacity, In columns not overlapping more than reinforcing steel in, In beams the upper overlap shall be made in the center of the, The overlaps anchors will be at least of the rod, general specifications, Dimensions unless otherwise specified, General table of columns, cabbage, kind, armor, Lower armor, armor, do not., Location, Plinth box, Esc:, Esc:, Underfloor, in in, Chain detail, armor, Upper armor, armor, chain, Esc:, Replantillo h.s., slab, Foundation, chain, chain, scale, Flagstone, scale, beam, scale, chain, chain, scale, stairs, Arm, column, column, Business premises, Types of irons:, draft:, beam, beam, beam, beam, beam, beam, beam, beam, draft:, Types of irons:, Sheet of steels, Marks, Material summary, kind, do not., dimensions, Long, Development, Long, total, weight, Observ., weight, Wtot, Concrete f’c, chains, brand, observation, observation, observation, observation, observation, observation, observation, observation, observation, observation, brand, observation, observation, observation, Concrete f’c, slab, do not. Slab blocks, Esc:, Relief, Esc:, nerve, Esc:, beam, armor, Stirrups, Typical slab cut, Esc:, beam, beam, Support beam, Support beam, Esc:, beam, Typical slab cut, armor, Stirrups, Esc:, nerve, Relief, beam, Esc:, Arm sup., Arm, Arm sup., Plinths, Replant, Concrete f’c, stairs, Flagstone, do not. Slab blocks, slab, Sheet of steels, Marks, Material summary, kind, do not., dimensions, Long, Development, Long, total, weight, Observ., weight, Wtot, brand, cabbage, cabbage, Esc:

Raw text data extracted from CAD file:

9.50 4.50 2.90 5.50 4.50 5.30 5.50 5.30 24.90 2.90 5.50 5.30 5.50 5.30 0.20 0.30 0.30 0.30 0.30 0.25 2.40 2.40 2.40 2.40 2.00 2.00 0.30 0.30 0.30 10.75 1.50 0.45 0.30 0.30 0.45 0.10 4.50 4.50 0.25 0.30 2.90 4.50 0.30 0.50 0.45 0.45 0.30 3.80 0.55 1.20 2.50 1.80 1.80 2.40 2.40 2.00 2.00 2.00 2.00 2.40 2.40 2.20 2.20 2.40 2.40 3.00 3.00 2.60 2.60 2.60 2.60 3.00 3.00 2.60 2.60 2.80 2.80 2.80 2.80 2.60 2.60 0.25 0.25 0.25 0.25 .40 .45 .40 .50 0.80 2.90 25.70 5.50 0.20 5.30 5.50 5.30 1.00 0.17 0.30 2.90 5.50 5.30 5.50 5.30 0.50 1.00 10.75 0.45 0.45 0.45 0.45 0.50 0.45 0.30 0.30 0.15 .167 .30 0.15 0.40 0.60 0.25 .25 .25 .45 .50 .25 .30 0.45 0.50 0.30 0.30 0.25 0.15 0.30 0.30 .30 .167 0.15 0.25 0.17 0.35 0.35 .20 .30 .30 .20 H .60 .40 .40 .50 0.30 0.30 .25 .30 2.00 3.00 .30 .30 .15 2.00 3.00 3.00 2.60 2.60 .08 0.10 0.20 .05 VIGA BANDA 0.40 0.40 0.25 0.10 0.40 0.25 0.10 VIGA BANDA 0.20 .05 0.10 0.40 \A1;2.0000 \A1;3.0000 \A1;.45 \A1;.40 \A1;.50 \A1;.40 \A1;0.2500 \A1;.30 \A1;.30 \A1;.15 \A1;2.0000 \A1;3.0000 \A1;3.0000 \A1;0.2500 \A1;0.2500 \A1;0.2500 \A1;2.6000 \A1;2.6000 \A1;H \A1;.08 \A1;2.0000 \A1;.25 \A1;.25 \A1;.45 \A1;.50 \A1;.25 \A1;.30 \A1;.30 \A1;.20 \A1;.20 \A1;.30 \A1;.40 \A1;.60 \A1;.50 \A1;.40 \A1;.30 \A1;.25 LOCALES COMERCIALES -1.0 -1.0 -1.0 -1.0 C1 N+11.20 N+6.00 TIPO EJES N-3.00 A 5 C B 5 5 PLINTO TIPO 5 COLUMNA TIPO 5 DIMENSIONES (m) HORMIGON A LOS 28 DIAS UNA MISMA SECCION ACERO DE REFUERZO CORRUGADO PROFUNDIDAD DE CIMENTACION ACERO DE ESTRIBO Y TEMPERATURA INFERIOR EN LOS APOYOS DE COLUMNAS CAPACIDAD ADMISIBLE DEL SUELO (3 tipos) EN COLUMNAS NO TRASLAPAR MAS DEL 50% DEL ACERO DE REFUERZO EN EN VIGAS EL TRASLAPE SUPERIOR SE HARA EN EL CENTRO DEL TRAMO Y EL LOS ANCLAJES Y TRASLAPES SERAN AL MENOS DE 40d DE LA VARILLA ESPECIFICACIONES GENERALES ACOTACIONES EN (m) A MENOS QUE SE ESPECIFIQUE OTRA UNIDAD CUADRO GENERAL DE COLUMNAS 12 COL 1Ed8 @0.10y0.20 .45 .40 .50 .40 1Ed8 @0.10y0.20 C2 2.20 2.40 P3 P4 2.00 P2 1.80 P1 A(x-x) TIPO ARMADURA Y-Y ARMADURA INFERIOR A3-A4-C1 A1 ARMADURA X-X 1 5 3 1 No. UBICACION H CUADRO DE PLINTOS B(y-y) 0.50 0.50 0.50 0.45 Is=13.59 T/m2 fy=4200 Kg/cm2 fy=4200 Kg/cm2 f`c=210 Kg/cm2 h=-3.00 m (DEL N.N.T.) ESC: 5 .30 .30 1 : 25 ESC: CONTRAPISO .15 1Ed8 @0.10 en L/4 y 0.20 en L/2 DETALLE DE CADENA ARMADURA X-X ARMADURA SUPERIOR ARMADURA Y-Y N+3.00 CADENA 30*30 N+0.00 ESC: 5 REPLANTILLO H.S. NF-3.00 5 5 LOSA N+3.00 Y N+6.00 CIMENTACION -1.0 -1.0 -1.0 -1.0 5 5 -1.0 -1.0 C1 P7 -1.0 -1.0 -1.0 -1.0 -1.0 CADENA .30*.30 CADENA .30*.30 CADENA .30*.30 CADENA .30*.30 CADENA .30*.30 -1.0 P2 C1 P3 C1 C1 P4 -1.0 P4 C1 C1 P1 -1.0 2 1 -1.0 -1.0 -1.0 2 1 -1.0 CADENA .30*.30 ESCALA -1.0 P4 C2 -1.0 -1.0 -1.0 C2 P2 -1.0 3 -1.0 -1.0 3 3 LOSA TAPAGRADA N+13.80 ESCALA 1-50 6d12Mc124 -1.0 VIGA 3 VIGA 4 11d12Mc128 9d12Mc127 9d12Mc127 6d12Mc122 6d12Mc122 12d12Mc121 12d12Mc121 4 5 5 5 B A 5 -1.0 5 5 5 ESCALA -1.0 -1.0 CADENA .30*.30 CADENA .30*.30 1-50 -1.0 P5 C2 C2 P4 -1.0 C1 P6 -1.0 -1.0 -1.0 -1.0 P7 C1 C1 P4 -1.0 -1.0 P2 C2 -1.0 5 4 -1.0 5 4 -1.0 4d14Mc152 4d14Mc152 4d14Mc152 CADENA .30*.30 CADENA .30*.30 CADENA .30*.30 CADENA .30*.30 -1.0 -1.0 -1.0 C1 P2 -1.0 -1.0 -1.0 -1.0 P5 C1 P3 C1 -1.0 -1.0 6 6 5 5 5 N+11.20 5 5 N+8.60 N+6.00 N±0.00 1-50 28d12Mc172 28d12Mc172 8d12Mc171 8d12Mc171 8d12Mc171 8d12Mc171 -1.0 -1.0 5 -1.0 5 5 ESCALA 5 5 ESCALERA 1-50 -1.0 1 : 50 ARM INF.Y-Y COLUMNA 0.50*0.40 1 : 50 H .08 COLUMNA 0.50*0.40 g LOCALES COMERCIALES I1 b b a a L b b g a I a b g a a TIPOS DE HIERROS: C PROYECTO: -1.0 46d14Mc101 5 A 5 B C 5 5 -1.0 -1.0 -1.0 5 5 -1.0 -1.0 16d16Mc114 16d14Mc106 2 VIGA 2 1 -1.0 VIGA 1 -1.0 -1.0 2 1 -1.0 12d14Mc107 -1.0 -1.0 3 -1.0 VIGA 3 3 -1.0 -1.0 -1.0 -1.0 12d16Mc113 5 4 -1.0 VIGA 5 -1.0 VIGA 4 -1.0 5 4 5 -1.0 -1.0 12d16Mc112 6 -1.0 VIGA A -1.0 -1.0 VIGA 6 -1.0 VIGA C VIGA B -1.0 5 -1.0 -1.0 6 -1.0 g L a b b C PROYECTO: a a g b a I a g b b TIPOS DE HIERROS: -1.0 -1.0 P5 C2 -1.0 -1.0 B1-B2-B5-B6 A1-A2-A5-A6 C1-C2-C5-C6 C3-C4 B3-B4 A3-A4 3.00 2.80 2.60 P6 P7 P5 0.55 0.60 0.55 1.80 2.00 2.20 2.40 2.60 2.80 3.00 5 PLANILLA DE ACEROS MARCAS 100 300 RESUMEN DE MATERIALES Mc TIPO d mm No. DIMENSIONES LONG. Desar. (m) LONG. TOTAL m PESO (Kg) Observ. d (mm) 8 10 12 14 16 18 20 22 25 28 32 W (Kg/m) 0.395 0.617 0.888 1.208 1.578 2.000 2.466 2.984 3.853 4.834 6.310 L (m) PESO (Kg) a b c g Wtot (Kg) = HORMIGON f'c = 210 Kg/cm2 CADENAS (m3) = 10.40 Marca 100 105 I 14 260 1.95 0.00 0.00 0.00 1.95 507.00 612.46 Observacion 106 I 14 160 2.15 0.00 0.00 0.00 2.15 344.00 415.55 Observacion 107 I 14 68 2.35 0.00 0.00 0.00 2.35 159.80 193.04 Observacion 108 I 14 288 2.55 0.00 0.00 0.00 2.55 734.40 887.16 Observacion 112 C 12 180 1.00 0.40 0.00 0.00 1.80 324.00 287.71 Observacion 113 C 14 64 1.00 0.40 0.00 0.00 1.80 115.20 139.16 Observacion 151 C 14 24 9.45 0.15 0.00 0.00 9.75 234.00 282.67 Observacion 152 C 14 24 9.90 0.15 0.00 0.00 10.20 244.80 295.72 Observacion 153 C 14 12 5.00 0.00 0.00 0.00 5.00 60.00 72.48 Observacion 154 O 8 900 0.25 0.25 0.00 0.07 1.14 1026.00 405.27 Observacion Marca 300 302 L 16 30 11.60 0.40 0.00 0.00 12.00 360.00 568.08 Observacion 351 O 8 294 0.35 0.45 0.00 0.07 1.74 511.56 202.07 Observacion 352 O 8 294 0.35 0.20 0.00 0.07 1.24 364.56 144.00 Observacion 1902.12 0 324.00 2399.20 360.00 0 0 0 0 0 0 751.34 0.00 287.71 2898.23 568.08 0.00 0.00 0.00 0.00 0.00 0.00 4505.36 6d14Mc152 6d14Mc152 6d14Mc152 6d14Mc153 6d14Mc153 6d14Mc153 -1.0 10d16Mc131 21d14Mc101 10d16Mc132 21d14Mc102 10d16Mc132 22d14Mc103 11d16Mc132 22d14Mc103 21d14Mc102 10d16Mc132 21d14Mc103 13d16Mc135 11d16Mc137 16d14Mc108 13d16Mc138 8d16Mc111 43d14Mc105 18d16Mc141 21d16Mc141 38d14Mc105 -1.0 22d16Mc143 12d16Mc112 12d16Mc139 24d16Mc149 1d14Mc150 3d14Mc110 26d14Mc109 N+1.50 N+1.50 N+3.00 HORMIGON f'c = 210 Kg/cm2 LOSA N+3.00 (m3) = 37.40 No. BLOQUES LOSA N+3.00(40x20x20) = 1840 1:25 .25 1 : 20 ESC: (0.40*0.20*0.20) ALIVIANAMIENTO ESC: NERVIO 1:25 .25 ESC: VIGA 45*25 .45 1Ed8 @0.10y0.20 ARMADURA (+) ARMADURA (-) ESTRIBOS 1d8mm@10/20 CORTE TIPICO DE LOSA 1Ed8 @0.10y0.20 .50 ESC: VIGA 50*25 1:25 .25 N+3.00 VIGA 30*25 1Ed8 @0.10y0.20 .30 N+6.00 -1.0 VIGA DE APOYO 0.30*0.30 8d16Mc181 20Ed10Mc182 g g 8d16Mc181 0.30*0.30 VIGA DE APOYO 20Ed10Mc182 28d12Mc172 5 5 5 8d12Mc171 8d12Mc171 5 5 5 N+4.50 N+4.50 -1.0 -1.0 N+3.00 28d12Mc172 8d12Mc171 8d12Mc171 -1.0 N+6.00 -1.0 -1.0 -1.0 1Ed8 @0.10y0.20 .30 .20 1:25 ESC: VIGA 30*20 CORTE TIPICO DE LOSA ARMADURA (+) ARMADURA (-) ESTRIBOS 1d8mm@10/20 ESC: NERVIO 1 : 20 N+13.80 ALIVIANAMIENTO (0.40*0.20*0.15) 54Ed8Mc195 .20 .30 VIGA 35*20 ESC: 1:25 1Ed8 @0.10y0.20 40Ed8Mc195 6d14Mc151 6d14Mc151 6d14Mc151 6d14Mc151 6d14Mc151 6d14Mc151 1220Ed8Mc154 ARM SUP. X-X ARM INF.X-X ARM SUP. Y-Y 1Ed8 @0.10y0.20 .40 .60 .50 .40 1Ed8 @0.10y0.20 -1.0 510Ed10Mc176 375Ed10Mc177 40Ed8Mc179 PLINTOS (m3) = 58.57 COLUMNAS(m3) = 74.10 REPLANTILLO (m3) = 7.80 HORMIGON f'c = 140 Kg/cm2 ESCALERAS (m3) = 5.00 LOSA TAPAGRADA (m3) = 3.60 No. BLOQUES LOSA n+3.00(40x20x15) = 130 No. BLOQUES LOSA N+3.00(40x20x20) = 1840 LOSA N+6.00 (m3) = 37.40 PLANILLA DE ACEROS MARCAS 100 RESUMEN DE MATERIALES Mc TIPO d mm No. DIMENSIONES LONG. Desar. (m) LONG. TOTAL m PESO (Kg) Observ. d (mm) 8 10 12 14 16 18 20 22 25 28 32 W (Kg/m) 0.395 0.617 0.888 1.208 1.578 2.000 2.466 2.984 3.853 4.834 6.310 L (m) PESO (Kg) a b c g Wtot (Kg) = Marca 100 101 C 14 134 1.80 0.15 0.00 0.00 2.10 281.40 339.93 102 C 14 84 2.50 0.15 0.00 0.00 2.80 235.20 284.12 103 C 14 130 2.20 0.15 0.00 0.00 2.50 325.00 392.60 105 C 14 162 2.70 0.15 0.00 0.00 3.00 486.00 587.09 106 I 14 32 11.20 0.00 0.00 0.15 11.50 368.00 444.54 107 I 14 24 4.45 0.00 0.00 0.15 4.75 114.00 137.71 108 I 14 32 11.70 0.00 0.00 0.15 12.00 384.00 463.87 109 I 14 52 10.70 0.00 0.00 0.15 11.00 572.00 690.98 110 I 14 6 7.50 0.00 0.00 0.15 7.80 46.80 56.53 111 C 16 16 11.20 0.15 0.00 0.00 11.50 184.00 290.35 112 I 16 48 9.50 0.00 0.00 0.15 9.80 470.40 742.29 113 I 16 24 8.70 0.00 0.00 0.15 9.00 216.00 340.85 114 I 16 32 10.70 0.00 0.00 0.15 11.00 352.00 555.46 121 C 12 24 1.20 0.10 0.00 0.00 1.40 33.60 29.84 122 C 12 12 3.70 0.15 0.00 0.00 4.00 48.00 42.62 124 C 12 6 5.50 0.15 0.00 0.00 5.80 34.80 30.90 127 C 12 18 1.60 0.10 0.00 0.00 1.80 32.40 28.77 128 I 12 11 3.70 0.00 0.00 0.10 3.90 42.90 38.10 131 C 16 20 2.00 0.15 0.00 0.00 2.30 46.00 72.59 132 C 16 82 2.50 0.15 0.00 0.00 2.80 229.60 362.31 135 C 16 26 2.20 0.15 0.00 0.00 2.50 65.00 102.57 137 I 16 22 11.20 0.00 0.00 0.15 11.50 253.00 399.23 138 I 16 26 4.80 0.00 0.00 0.15 5.10 132.60 209.24 139 I 16 24 11.70 0.00 0.00 0.15 12.00 288.00 454.46 141 C 16 78 2.70 0.15 0.00 0.00 3.00 234.00 369.25 143 C 16 44 1.80 0.15 0.00 0.00 2.10 92.40 145.81 149 I 16 48 10.70 0.00 0.00 0.15 11.00 528.00 833.18 150 I 14 2 4.50 0.00 0.00 0.15 4.80 9.60 11.60 171 C 12 64 5.00 0.10 0.00 0.00 5.20 332.80 295.53 172 C 12 112 1.15 0.10 0.00 0.00 1.35 151.20 134.27 176 O 10 1020 0.45 0.20 0.00 0.10 1.50 1530.00 944.01 177 O 10 750 0.40 0.20 0.00 .07 1.34 1005.00 620.09 179 O 8 80 0.25 0.20 0.00 .07 1.04 83.20 32.86 181 C 16 16 3.25 0.20 0.00 0.00 3.65 58.40 92.16 182 O 10 40 0.25 0.25 0.00 0.30 1.60 64.00 39.49 195 O 8 94 0.25 0.16 0.00 .07 0.96 90.24 35.64 173.44 2599.00 675.70 2822.00 3149.40 0 0 0 0 0 0 68.51 1603.58 600.02 3408.98 4969.75 0.00 0.00 0.00 0.00 0.00 0.00 10650.84 A6 A2-A5-B1-C3-C4 B3-B4-B6-C6 C2-C5 B2-B5 2 2 4 6 COL 9d12Mc112 9d12Mc112 9d12Mc112 9d12Mc112 9d12Mc112 9d12Mc112 9d12Mc112 9d12Mc112 9d12Mc112 9d12Mc112 9d12Mc112 9d12Mc112 9d12Mc112 9d12Mc112 12d16Mc105 12d16Mc105 13d16Mc106 13d16Mc106 15d16Mc106 15d16Mc106 16d16Mc107 19d16Mc109 18d16Mc108 19d16Mc109 16d16Mc107 18d16Mc108 20d16Mc110 20d16Mc110 74Ed8Mc351 74Ed8Mc352 44Ed8Mc352 44Ed8Mc354 10d16Mc302 10d16Mc303 10d16Mc303 12d16Mc302 44Ed8Mc352 44Ed8Mc351 74Ed8Mc355 74Ed8Mc356 COL 25*30 ESC: 1:25 1Ed8 @0.10y0.20 .30 .25 6d14Mc198 23Ed8Mc196

Language	Spanish
Drawing Type	Detail
Category	Construction Details & Systems
Additional Screenshots
File Type	dwg
Materials	Concrete, Steel, Other
Measurement Units
Footprint Area
Building Features
Tags	autocad, béton armé, concrete, DETAIL, details, DWG, formwork, FOUNDATION, iron, PLANES, plant, plants, reinforced concrete, schalung, slabs, stahlbeton