Plans House Structure DWG Plan for AutoCAD

Plano 4 full floors – Details – specifications – sizing

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

steps, municipal seals, columns, covering, blocks per slab, blocks, others, volume, summary of irons, steel, concrete, chains, columns, element, plinths, foundations cm., cm., slabs, steps, the foundation has been designed with a ground effort, cm., reinforcement in the foundation will have a coating of cm. minimum, the plinth will be placed a cm. of esp. a, limit of creep of the reinforcement except that it is, masonry is resistant the structure. of concrete is of arriost., The efforts of the masonry are:, level of foundation will be in any case, change structural modification will be consulted with the calculator., The cement will only be filled for the whole house., least, measures prevail over the scale., plinths will center the columns, if necessary a minimum overlap of diameters, beams, cm., types of irons, slabs beams, masonry attached, cm. in columns that have, mm. cm. each type, important: whips, placement detail, of whips, masonry, cm., cement. kind, scale:, horm. cyclopean, horm. cyclopean, scale:, cement. kind, asx, armor, kind, plinth box, the level of foundation will be, asy, observations, asx, asy, asy, Location, without, scale, type column, replant, chain, the terrace, slab, high, first floor, scale:, cimentacion plant, typical slab cut, scale, without, plant stairs, scale, chain, scale:, cut, section, slab, cut, scale:, chain, climb stairs, climb stairs, steps, municipal seals, columns, covering, others, volume, summary of irons, steel, concrete, chains, columns, element, plinths, foundations cm., cm., slabs, steps, the foundation has been designed with a ground effort, cm., reinforcement in the foundation will have a coating of cm. minimum, the plinth will be placed a cm. of esp. a, limit of creep of the reinforcement except that it is, masonry is resistant the structure. of concrete is of arriost., The efforts of the masonry are:, level of foundation will be in any case, change structural modification will be consulted with the calculator., The cement will only be filled for the whole house., least, measures prevail over the scale., plinths will center the columns, if necessary a minimum overlap of diameters, beams, cm., types of irons, slabs beams, column table, level of, foundry, column, axes:, well of, steps, scale:, slab type levels, scale, axle beam, cut, scale:, stirrups mm, scale, beam shafts:, cut, scale:, stirrups mm, scale, axle beam, stirrups mm, cut, scale:, scale, axle beam, stirrups mm, cut, scale:, scale, axle beam, stirrups mm, cut, scale:, scale, axle beam, stirrups mm, cut, scale:, blocks per slab, blocks

Raw text data extracted from CAD file:

\A1;0.30 \A1;1.40 \A1;1.40 \A1;1.20 \A1;1.20 \A1;1.20 \A1;1.40 \A1;2.60 \A1;2.40 \A1;0.80 \A1;2.40 \A1;2.20 \A1;0.30 \A1;0.30 \A1;0.30 \A1;0.30 \A1;0.30 \A1;0.30 \A1;2.00 \A1;1.00 \A1;1.00 \A1;1.00 \A1;2.80 \A1;4.92 \A1;3.25 \A1;10.00 \A1;3.25 \A1;3.25 \A1;4.93 \A1;4.93 \A1;4.93 \A1;0.125 \A1;0.125 \A1;0.15 \A1;0.15 \A1;20.00 \A1;0.15 \A1;3.23 \A1;3.28 \A1;3.20 \A1;0.15 \A1;0.03 \A1;0.03 \A1;0.03 \A1;0.15 \A1;3.23 \A1;3.28 \A1;3.20 \A1;0.15 \A1;0.03 \A1;0.03 \A1;0.03 \A1;4.92 \A1;3.25 \A1;10.00 \A1;3.25 \A1;3.25 \A1;4.93 \A1;4.93 \A1;4.93 \A1;0.125 \A1;0.125 \A1;0.15 \A1;0.15 \A1;20.00 \A1;0.15 \A1;3.23 \A1;3.28 \A1;3.20 \A1;0.15 \A1;0.25 \A1;0.03 \A1;0.03 \A1;0.03 \A1;0.15 \A1;3.23 \A1;3.28 \A1;3.20 \A1;0.15 \A1;0.03 \A1;0.03 \A1;0.03 A 1 4.920000000000002 3.25 10.00000000000001 B C D 3.249999999999986 3.250000000000014 2 3 4 5 4.929999999999998 4.93 4.93 0.1250000000000142 0.1250000000000142 5 5 5 5 3.225000000000023 3.279999999999987 3.195000000000007 0.1500000000000057 0.0299999999999869 0.0250000000000199 0.0249999999999773 5 3.225000000000023 3.279999999999987 3.195000000000007 0.1500000000000057 0.0299999999999869 0.0250000000000199 0.0249999999999773 \A1;2.40 \A1;3.00 \A1;0.30 \A1;3.85 \A1;10.00 \A1;20.00 \A1;20.00 4.37 14.26 9.36 GRADAS (mm) SELLOS MUNICIPALES COLUMNAS RECUBRIMIENTO BLOQUES POR CADA LOSA LOSAS= 1328 Bloques DE 0.40*0.20*0.15 OTROS VOLUMEN m3 g a b g I’ “O” b a a L a 58.23 42.69 Peso(qq) b b 2646.86 2980.70 4912.40 1940.40 Peso(Kg) C RESUMEN DE HIERROS ACERO Fy=4200 Kg/cm2 CONCRETO F’c=210Kg/cm2 CADENAS COLUMNAS ELEMENTO PLINTOS CIMIENTOS =5.0 Cm. =2.5 Cm. 12 8 Long(m) a LOSAS GRADAS LA CIMENTACION SE HA DISEÑADO CON UN ESFUERZO DEL SUELO qa=1.00 Kg/cm2 =2.5 Cm. =2.5 Cm. -EL REFUERZO EN LA CIMENTACION TENDRA UN RECUBRIMIENTO DE 5 cm. MINIMO -BAJO EL PLINTO SE COLOCARA UN REPLANTILLO DE 10 CM. DE ESP. Y UN f’c=180 Kg/cm2 -EL LIMITE DE FLUENCIA DEL REFUERZO F’y=4200 Kg/cm2 CON EXCEPCION DE d 8 QUE ES -LA MAMPOSTERIA ES RESISTENTE INAMOVIBLE, LA ESTRUCT. DE HORMIGON ES DE ARRIOST. -LOS ESFUERZOS DE LA MAMPOSTERIA SON: M=7 Kg/cm2 (COEF.DE TRABAJO DE LA MAMPOST) -EL NIVEL DE LA CIMENTACION ESTARA A -1.00 M DE LA PLATAFORMA, EN TODO CASO NUN- -CUALQUIER CAMBIO O MODIFICACION ESTRUCTURAL SERA CONSULTADO CON EL CALCULISTA. CA SE CIMENTARA SOBRE RELLENO Y SERA UNICA PARA TODA LA VIVIENDA. M=30-40 Kg/cm2 (RESIST. MINIMA A LA ROTURA) -LAS MEDIDAS PREVALECEN SOBRE LA ESCALA. -LOS PLINTOS IRAN CENTRADOS A LAS COLUMNAS -EN CASO NECESARIO SE COLOCARA UN TRASLAPE MINIMO DE 40 DIAMETROS Fy=2800 Kg/cm. NOTAS.- VIGAS =2.5 Cm. I g a g TIPOS DE HIERROS C’ a c c g g c c b b b a a b g g d b c a a g J g b b S c c a Y c d b c d M d c a b LOSAS y VIGAS 72.25 a b c d W g g 1.21 d d 1 2d12Mc10 2d12Mc10 C-2 5 MAMPOSTERIA ADJUNTA. 50 CM. EN COLUMNAS QUE TENGAN DE 8 MM. X 60 CM. TIPO “L” CADA IMPORTANTE: SE COLOCARAN CHICOTES DETALLE DE COLOCACION DE CHICOTES MAMPOSTERIA 50 cm. 10 cm. CIMENT. TIPO C-1 ESCALA: 1:15 Ed8Mc15@.20 0.40 0.20 f’c= 180 Kg/cm2 HORM. CICLOPEO 0.40 4d12Mc11-14 HORM. CICLOPEO f’c= 180 Kg/cm2 1:15 0.20 0.40 ESCALA: 0.30 CIMENT. TIPO C-2 Ed8Mc15@.20 4d12Mc10-14 Mc 01 @ 20 1.40 6 P3 0.30 Mc 02 @ 20 H ASX ARMADURA 7 d 14mm 7 d 14mm Mc 02 @ 20 7 d 14 mm B # A TIPO 1.40 9 1.40 1.20 P2 CUADRO DE PLINTOS EL NIVEL DE FUNDACION SERA -1.70 0.30 H ASY B A B A OBSERVACIONES ASX ASX ASY H ASY Mc 02 @ 20 6 d 14 mm 6 d 14mm 6 d 14mm 1.20 Mc 01 @ 20 1.20 3 P1 0.30 Mc 01 @ 20 UBICACIÓN A1, A5, D5 B2, B3, B4, C5, D2, D3,D4 A2, A3, A4, B1, B5, 5 5 5 5 P1 P2 P3 P1 P1 P2 P2 P2 P2 P2 P2 P3 P3 P3 P3 P3 P2 P2 5 5 SIN ESCALA COLUMNA TIPO 0.20 0.20 E.@10 L/4 L/4 E.@10 L/2 E@20 L/4 E.@10 0.30 1.20 N+0.00 0.10 REPLANTILLO N+2.80 CADENA 2.60 E.@10 0.20 E.@10 L/4 L/4 E.@10 L/2 E@20 L/4 N+5.40 LOSA TERRAZA 2.40 0.80 0.20 L/4 E.@10 L/2 E@20 N+8.00 LOSA DE TAPA GRADAS ALTO PRIMER PISO 2.40 2.20 8d12Mc11 8d12Mc11 4d12Mc12 4d12Mc12 4d12Mc13 4d12Mc13 4d12Mc14 4d12Mc14 C2, C3, C4 ESCALA: PLANTA DE CIMENTACION 1:50 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-2 C-1 C-1 C-1 C-1 C-1 C-1 C-2 C-2 C-2 C-2 C-2 C-2 C-2 C-2 C-2 C-2 N+6.20 CORTE TIPICO DE LOSA ESCALA 0.15 0.05 0.10 0.40 0.40 0.10 0.10 SIN PLANTA ESCALERAS ESCALA 1:50 9 8 0.20 +2.00 CADENA 1:30 ESCALA: 15 13 12 6d12MC.51 6d12MC.50 0.30 11 1d12MC.53 10 0.18 0.18 6d12MC.52 CORTE Y-Y’ 2 TRAMO LOSA +2.80 +1.46 CORTE X-X’ ESCALA: 1:30 0.40 5d12MC.52 0.18 0.18 1 1d12MC.53 2 0.30 N+0.20 5d12MC.50 5d12MC.51 3 4 5 6 7 CADENA 8 +0.20 5 5 5 5 5 <> 5 SUBE 15 GRADAS 0.30*0.18 6 1 4 3 2 5 0.30*0.18 SUBE 15 GRADAS X Y 7 8 9 10 11 12 13 14 15 +2.80 5 5 5 X’ 5 Y’ 14 GRADAS (mm) SELLOS MUNICIPALES COLUMNAS RECUBRIMIENTO DE 0.40*0.20*0.15 OTROS VOLUMEN m3 g a b g I’ “O” b a a L a Peso(qq) b b Peso(Kg) C RESUMEN DE HIERROS ACERO Fy=4200 Kg/cm2 CONCRETO F’c=210Kg/cm2 CADENAS COLUMNAS ELEMENTO PLINTOS CIMIENTOS =5.0 Cm. =2.5 Cm. Long(m) a LOSAS GRADAS LA CIMENTACION SE HA DISEÑADO CON UN ESFUERZO DEL SUELO qa=1.00 Kg/cm2 =2.5 Cm. =2.5 Cm. -EL REFUERZO EN LA CIMENTACION TENDRA UN RECUBRIMIENTO DE 5 cm. MINIMO -BAJO EL PLINTO SE COLOCARA UN REPLANTILLO DE 10 CM. DE ESP. Y UN f’c=180 Kg/cm2 -EL LIMITE DE FLUENCIA DEL REFUERZO F’y=4200 Kg/cm2 CON EXCEPCION DE d 8 QUE ES -LA MAMPOSTERIA ES RESISTENTE INAMOVIBLE, LA ESTRUCT. DE HORMIGON ES DE ARRIOST. -LOS ESFUERZOS DE LA MAMPOSTERIA SON: M=7 Kg/cm2 (COEF.DE TRABAJO DE LA MAMPOST) -EL NIVEL DE LA CIMENTACION ESTARA A -1.00 M DE LA PLATAFORMA, EN TODO CASO NUN- -CUALQUIER CAMBIO O MODIFICACION ESTRUCTURAL SERA CONSULTADO CON EL CALCULISTA. CA SE CIMENTARA SOBRE RELLENO Y SERA UNICA PARA TODA LA VIVIENDA. M=30-40 Kg/cm2 (RESIST. MINIMA A LA ROTURA) -LAS MEDIDAS PREVALECEN SOBRE LA ESCALA. -LOS PLINTOS IRAN CENTRADOS A LAS COLUMNAS -EN CASO NECESARIO SE COLOCARA UN TRASLAPE MINIMO DE 40 DIAMETROS Fy=2800 Kg/cm. NOTAS.- VIGAS =2.5 Cm. I g a g TIPOS DE HIERROS C’ a c c g g c c b b b a a b g g d b c a a g J g b b S c c a Y c d b c d M d c a b LOSAS y VIGAS a b c d W g g a b W’ g g a b d d 35.55 1615.82 1337.60 14 34.37 1562.22 990.00 16 CUADRO DE COLUMNAS 0.30 NIVEL DE (METROS) FUNDICION 4 d14Mc.21, 23 0.30 Ed8Mc.24 COLUMNA A*B # AS A1, A2, A3, A4, A5 30X30 14 4d16Mc.22 B1. B2, B5, C2, C5, B3, B4, 30X30 4 4d16Mc.20 N= -2.20m N= +6.20m 8.40 N= -2.20m N= +8.00m 10.20 4 d16Mc.20, 22 D2, D3, D4, D5 C3, C4 4d14Mc.23 4d14Mc.21 EJES: 1-5 EJES: A-D A 1 5 5 5 B C D 5 5 2 3 4 5 5 5 5 5 5 27d12Mc107 10d12Mc113 22d12Mc111 (Variable) 5 5 20.00 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 POZO DE GRADAS 5 5 10d12Mc100 2d12Mc101 42d12Mc102 10d12Mc103 27d12Mc104 5d12Mc105 27d12Mc104 5d12Mc106 32d12Mc106 5d12Mc109 5d12Mc108 1d12Mc110 5 b ESCALA: LOSA TIPO NIVELES +2.80; +5.40 1:50 16d12Mc112 1d12Mc112 16d14Mc116 (Variable) 6d14Mc114 8d14Mc115 1d14Mc114 10d14Mc114 12d14Mc115 16d14Mc115 4d12Mc117 (Variable) ESCALA : H.—–1:50 V.——1:15 VIGA EJE 1 A 0.20 E.@.20L/3 E.@.10L/3 2d12Mc102 AS.(-) 2d12Mc101 AS.(-) AS.(+) AS.(-) 2d12Mc100 Ed8Mc134 0.20 2d12Mc103 CORTE V-1 ESCALA: 1:10 0.30 B 1 1 2d12Mc100 AS.(+) 2d12Mc101 AS.(-) ESTRIBOS d8 mm – Mc134 E.@.10L/3 E.@.10L/3 2d12Mc103 AS.(-) ESCALA : H.—–1:50 V.——1:15 VIGA EJES: 2, 3, 4 y 5 A 0.20 E.@.20L/3 E.@.10L/3 2d12Mc102 AS.(-) 2d12Mc118 AS.(-) AS.(+) AS.(-) 2d12Mc107 Ed8Mc134 0.20 2d12Mc104 CORTE V-2 ESCALA: 1:10 0.30 B C D 0.20 E.@.20L/3 E.@.10L/3 2d12Mc106 AS.(-) 2 2 2d12Mc107 AS.(+) 2d12Mc118 AS.(-) E.@.20L/3 E.@.10L/3 E.@.10L/3 2d12Mc104 AS.(-) ESTRIBOS d8 mm – Mc134 E.@.10L/3 E.@.10L/3 2d12Mc104 AS.(-) 5 5 ESCALA : H.—–1:50 V.——1:15 VIGA EJE B 5 0.20 E.@.20L/3 E.@.10L/3 3d16Mc130 AS.(-) ESTRIBOS d8 mm – Mc133 0.20 E.@.10L/3 3d16Mc130 AS.(-) 4 3d14Mc122 AS.(+) 2d14Mc119 AS.(-) E.@.20L/3 E.@.10L/3 E.@.10L/3 3d16Mc131 AS.(-) 3 E.@.20L/3 E.@.10L/3 E.@.10L/3 3d16Mc131 AS.(-) 2 3d14Mc123 AS.(+) 2d14Mc120 AS.(-) E.@.20L/3 E.@.10L/3 E.@.10L/3 3d16Mc131 AS.(-) 1 5 2d14Mc119 AS.(-) AS.(+) AS.(-) 3d14Mc122 Ed8Mc133 0.20 3d16Mc131 CORTE V-4 ESCALA: 1:10 0.40 4 4 ESCALA : H.—–1:50 V.——1:15 VIGA EJE C 5 0.20 E.@.20L/3 E.@.10L/3 3d16Mc130 AS.(-) ESTRIBOS d8 mm – Mc133 0.20 4 3d14Mc122 AS.(+) 2d14Mc119 AS.(-) E.@.20L/3 E.@.10L/3 E.@.10L/3 3d16Mc131 AS.(-) 3 E.@.20L/3 E.@.10L/3 E.@.10L/3 3d16Mc131 AS.(-) 2 3d14Mc124 AS.(+) 2d14Mc121 AS.(-) E.@.10L/3 3d16Mc130 AS.(-) 2d14Mc119 AS.(-) AS.(+) AS.(-) 3d14Mc122 Ed8Mc133 0.20 3d16Mc131 CORTE V-4 ESCALA: 1:10 0.40 4 4 ESCALA : H.—–1:50 V.——1:15 VIGA EJE A 5 0.30 E.@.20L/3 E.@.10L/3 3d16Mc125 AS.(-) ESTRIBOS d8 mm – Mc132 0.30 E.@.10L/3 3d16Mc125 AS.(-) 4 3d14Mc122 AS.(+) 2d14Mc127 AS.(-) E.@.20L/3 E.@.10L/3 E.@.10L/3 3d16Mc126 AS.(-) 3 E.@.20L/3 E.@.10L/3 E.@.10L/3 3d16Mc126 AS.(-) 2 3d14Mc123 AS.(+) 2d14Mc128 AS.(-) E.@.20L/3 E.@.10L/3 E.@.10L/3 3d16Mc126 AS.(-) 1 2d14Mc127 AS.(-) AS.(+) AS.(-) 3d14Mc122 Ed8Mc132 0.30 3d16Mc126 CORTE V-3 ESCALA: 1:10 0.40 3 3 5 ESCALA : H.—–1:50 V.——1:15 VIGA EJE A 5 0.30 E.@.20L/3 E.@.10L/3 3d16Mc125 AS.(-) ESTRIBOS d8 mm – Mc132 0.30 4 3d14Mc122 AS.(+) 2d14Mc127 AS.(-) E.@.20L/3 E.@.10L/3 E.@.10L/3 3d16Mc126 AS.(-) 3 E.@.20L/3 E.@.10L/3 E.@.10L/3 3d16Mc126 AS.(-) 2 3d14Mc124 AS.(+) 2d14Mc129 AS.(-) E.@.10L/3 3d16Mc125 AS.(-) 2d14Mc127 AS.(-) AS.(+) AS.(-) 3d14Mc122 Ed8Mc132 0.30 3d16Mc126 CORTE V-5 ESCALA: 1:10 0.40 5 5 4d14Mc114 BLOQUES POR CADA LOSA LOSAS= 1328 Bloques 58.23 42.69 2646.86 2980.70 4912.40 1940.40 12 8 35.55 1615.82 1337.60 14 34.37 1562.22 990.00 16 a b W’ g g a b b 4.37 14.26 9.36 72.25 1.21 1:75 1:75