Housing Reinforced Concrete DWG Plan for AutoCAD

Housing Reinforced Concrete DWG Plan for AutoCAD

Basic architectural plans; more complete structural drawings of a house made from reinforced concrete foundation to the roof level; more concrete corrugated steel bars; veined slabs.

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

seismic specifications minimum conditions, confinement, node, ld confinement, traction overlap, confinement zone, rec, min, max, traction overlap, core, pedestal, vr, axb, base of pitted stone or poor concrete, mesh type truckson , foundation center, until finding firm floor, floor, edge foundation, node detail in column, separation stirrups, sl separation ligature, work :, owner :, location :, content :, scale :, project :, calculation :, electricity:, mechanical :, structure, series :, date :, rif., architect civ, arq. c.i.v., designer, owner, mr. c.i. v-, civil engineer, concrete, ground, reinforcing steel, pedestal, column, wall anchored to the vr, detail of foundation exempt, xxy, or poor concrete, terrace, recalzar the beam of brace of the wall of boundary., jardinera , mezzanine slab, roof slab, foundations and braces, underground tank for water, sup sup., inf inf., cut ee, ff cut, girder count, diameter, bb cut, cut aa, gg cut, dd cut , cut xx, beam: beam dh, as sup., as inf., cut hh, nerve computes, cut ii, wall columns, shoe, esp., prof., reinforcement, descrip, type, detail of masonry wall, v.carga, detail of v. loading wall, column table, axes, level, ground floor to mezzanine level, mezzanine floor to ceiling plant, cut beam staircase, masonry wall

Raw text data extracted from CAD file:

D-70x210 P-00 D-80x210 P-00 1 2 3 5 6 7 9 A B C D E F G H 4 8 3.150000000372529 5.800000000046566 4.150000000023283 3.449999999953434 3.400000000023283 1.849999999976717 4.042038003448397 1.527961996733211 1.400000000023283 5 1.629939509439282 2.520060490584001 1.099999999976717 1.594804118969478 5 0.4500000000698492 1.549999999930151 X Y 5 0.901084804791026 6' H=3.75 M. H=3.75 M. H=3.00 M. H=3.00 M. H=1.00 M. 2.400000000372529 3.350199051783419 5.800000000395812 5.049839323735797 5 5 1.749999999883585 5 1.678244203794748 1.383283117436804 5 5 10.05482018750627 2.150001589790918 3.350051360204816 1.749601725605316 5 5 -0.0000000001164153 5 5 31,96 10,54 21,35 37,71 5,30 46,94 3,84 249,50 2,40 3,35 5,80 10,05 2,15 3,35 1,75 4,49 5,05 3,48 4,57 1,75 1,54 1,68 1,38 1,32 1,49 R3,50 R3,50 5,15 5,88 1 2 3 5 6 7 9 A B C D E F G H 4 8 3.150000000372529 5.800000000046566 4.150000000023283 3.449999999953434 3.400000000023283 1.849999999976717 4.042038003448397 1.527961996733211 1.400000000023282 5 1.629939509439282 2.520060490584001 1.099999999976717 1.594804118969478 5 0.4500000000698492 1.549999999930151 X Y 5 3,15 5,80 4,15 3,45 3,40 1,85 4,04 1,53 1,63 2,52 1,10 1,59 0,76 0,45 1,55 1,40 0,70 5,43 0,90 3,15 5,80 4,15 3,45 3,40 1,85 4,04 1,53 1,63 2,52 1,10 1,59 0,76 0,45 1,55 1,40 0,70 5,43 ESPECIFICACIONES SISMICAS CONDICIONES MINIMAS ESCALA. S/E So So So So So So So So So So 5 So So So So So So So So So So Lo Confinamiento 5 cm. S S S S Nodo S S S S S S 5 Sx Ld Confinamiento 5 cm. So Ln Ln / 2 Dmax Lo= Ln/6 45 cms Dmin/4 So= 10 cms 6bd S = 15 cms LM El solape a traccion: Se hará en el tercio central de (Ln) de la columna 5 So So So So So So So So So So Lo Confinamiento Nodo S Solape a Tracción 5 Solape a tracción No solapar en : a) Nodo b) 2h de las caras c) Zona de posible formación de rotulas plásticas. Zona de Confinamiento Sx = So Confinamiento Solape a Traccion: Ld = 0.192 Fy x db f'c 5 5 Rec r min Sx Sx Sx Sx Sx Sx Sx Sx Sx 14 ó 0.79 f'c Fy Fy = r max 0.025 = So Lo Confinamiento 5 cm. Solape a Traccion Nucleo 2h Confinamiento h d Rec 1,67 1,65 3,15 5,80 4,15 3,45 3,40 1,85 4,04 1,53 1,63 2,52 1,10 1,59 0,76 0,45 1,55 1,40 0,70 5,43 0,90 0,10 0,10 0,10 0,10 0,10 0,10 0,10 0,10 0,10 0,30 0,40 0,10 0,40 0,10 0,40 0,10 0,10 0,40 0,40 0,10 0,40 0,10 0,10 0,40 0,40 0,10 0,40 0,10 0,10 0,40 0,40 0,10 0,40 0,10 0,10 0,10 0,15 0,40 0,10 0,40 0,10 0,40 0,10 0,40 0,10 0,40 0,10 0,40 0,10 0,10 0,40 0,10 0,10 0,15 D B PEDESTAL A C V.R. PEDESTAL .10 A x B .30 .30 E .075 .10 Profundidad 1.50 mts o Hasta encontrar suelo Firme BASE DE PIEDRA PICADA O CONCRETO POBRE Piso e=10 cm Malla Tipo Truckson FUNDACION CENTRICA D B PEDESTAL A C V.R. PEDESTAL .10 A x B .30 .30 E .075 .10 Profundidad 1.50 mts o Hasta encontrar suelo Firme BASE DE PIEDRA PICADA O CONCRETO POBRE Piso e=10 cm Malla Tipo Truckson FUNDACION DE BORDE DETALLE DE NODO EN COLUMNA .05 10cm SE separacion estribos SL separacion ligadura .05 20cm 20cm 10cm 10cm .05 La primera ligadura se colocara a 5cm del tope al fondo de la viga. 2h Zona de Confinamiento min. 45cms .05 h El primer estribo se colocara a 5cm de la cara de la columna. 2h Zona de Confinamiento min. 45cms So So So So So So So So So So So So So So So So So So So Lo Confinamiento S S S S S S S S S S Sx Ld Confinamiento 5 cm. So Ln Ln / 2 So So So So So So So So So So Lo Confinamiento S Solape a Tracción Sx Sx Sx Sx Sx Sx Sx Sx Sx Zona de Confinamiento 0,05 0,30 .50 0,25 0,40 .10 OBRA: PROPIETARIO: UBICACIÓN: CONTENIDO: ESCALA: PROYECTO: CÁLCULO: ELECTRICIDAD: MECÁNICA: ESTRUCTURA SERIE: N\U+00BA LAMINA: FECHA: JULIO 2015 1/50 3/6 E-04 RIF. ARQUITECTO C.I.V. ARQ. C.I.V. PROYECTISTA PROPIETARIO SR. C.I. V- Ingeniero C.I.V. ARQUITECTO C.I.V. Ingeniero C.I.V. Ruben Arboleda C.I.V. 231.795 f'c=210 kg/cm CONCRETO 2 SUELO Rs = 2.00 kg/cm2 (ASUMIDO) Fs=4200 kg/cm ACERO DE REFUERZO 2 0,85 0,74 3,15 5,80 4,15 3,45 3,40 1,85 1,40 0,70 1,63 2,52 1,10 1,59 0,76 0,45 1,55 0,90 1,67 0,05 0,25 .50 0,20 0,40 .10 N-1.50 V.R. 30x30 Pedestal Columna d 1/2" @ 20 cms Doble Malla 2.000000000000114 Rep. d 3/8" @ 20 cms Muro Anclado a La V.R. Dilatacion entre Muro y Columnas Nivel Sotano. Sep=1.00 cms Minimo Rellenar con producto Asfaltico N-1.50 V.R. 30x30 d 1/2" @ 20 cms Doble Malla Rep. d 3/8" @ 20 cms Muro Anclado a La V.R. Tuberia de 3/4" dejada durante el vaciado de las Columnas para atravesar conector de corte de 1/2" de 1 metro de longitud Espesor del Muro E=25 cms 2,00 1,64 0,20 0,80 -965.6504317819972 H= 1.40 m -965.6504317819972 -965.6504317819972 \A1;4.15 \A1;.30 \A1;.30 \A1;.30 \A1;.30 \A1;.30 \A1;.30 \A1;.30 \A1;1.10 \A1;1.10 \A1;1.10 \A1;3.50 \A1;3.80 \A1;.30 5,43 1,00 1,00 1,40 1,00 1,20 1,20 1,40 1,40 1,20 1,40 1,40 1,40 1,00 1,20 1,20 1,20 1,40 1,60 1,60 1,20 1,20 3,15 5,80 4,15 3,45 3,40 1,85 4,04 1,53 1,40 0,70 1,63 2,52 1,10 1,59 0,76 0,45 1,55 0,90 3,15 1,85 2,26 DETALLE DE FUNDACION exentrica V.R. V.R. X x Y A Acero (a/s) Acero (a/s) V.R. E B V.R. Columna PEDESTAL .10 .075 h: Variable (min: 1.00) 0.30 10 cm Piedra Picada O Concreto pobre Terraza Terraza 1.253,50 1.254,50 1.257,56 1.253 1.254 1.257 1.253,75 1.255 1.256 1.258 1.259 1.254 1.255 1.256 1.257 1.258 1.253,00 1.253,00 H=1.00 M. H=0.50 M. H=0.75 M. H=1.00 M. H=2.00 M. H=1.00 M. RECALZAR LA VIGA DE RIOSTRA DE LA PARED DE LINDERO. 1.253,00 1.253,00 N=+2.55 N=+4.08 Jardinera 5 5 5 5 5 5 5 5 N=+1.02 N=±0:00 N=-0.50 N=-0.50 N=+0.30 Terraza Terraza N=+2.55 N=+4.08 Jardinera N=+1.02 N=±0:00 N=-0.50 N=-0.50 N=+0.30 LOSA DE ENTREPISO LOSA DE TECHO N=+4.08 N=+7.12 N=+1.02 N=±0:00 N=-0.50 N=-0.50 N=+0.30 Fundaciones y Riostras N=±0:00 / N=+0.30 / N=+1.02 TANQUE SUBTERRANO PARA AGUA N=+1.02 N=+1.02 N=±0:00 N=-0.50 N=-0.50 N=+0.30 5 5 1 2 3 5 6 7 9 A B C D E F G H 4 8 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 X Y 5 5 6' LE-2 LE-1 NE+4.08 V-3 (A-B) 30x30 NE+4.08 V-6 (A-B) 30x30 LE-3 NERVIO TRANSVERSAL 2 d 5/8" e=15 cms NERVIO TRANSVERSAL 2 d 5/8" e=15 cms NE+4.08 V-1 (X-Y) 20x35 NE+4.08 V-3 (B-E) 30X30 NE+4.08 V-AUX (X-Y) 30X30 NE+4.08 V-AUX (X-Y) 30X30 NE+4.08 V-7 (B-D) 30x30 NE+4.08 V-AUX (B-D) 30x30 NE+4.08 V-3 (E-G) 20x35 NERVIO TRANSVERSAL 2 d 5/8" e=15 cms NE+4.08 V-9 (D-G) 30x30 NE+4.08 V-9 (G-H) 30x30 NE+4.08 V-6´ (D-G) 30x30 NE+4.08 V-6´ (G-H) 30x30 NE+4.08 V-6 (G-H) 30x30 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 NE+4.08 V-5 (G-H) 30x30 5 5 5 5 5 5 5 5 5 5 5 5 5 5 NE+4.08 V-A (3-6) 30x30 NE+4.08 V-A (6-8) 30x30 NE+4.08 V-B (3-6) 30x30 NE+4.08 V-B (6-7) 30x30 NE+4.08 V-D (5´-7) 30x30 NE+4.08 V-D (7-9) 30x30 NE+4.08 V-G (5-6') 30x30 NE+4.08 V-G (6´-9) 30x30 NE+4.08 V-H (6-9) 30x30 NE+4.08 V-H (5-6) 30x30 NE+4.08 V-X (1-3) 40x30 NE+4.08 V-Y (1-3) 40x30 NE+4.08 V-Y (4-6) 30x30 NERVIO TRANSVERSAL 2 d 5/8" e=15 cms NERVIO TRANSVERSAL 2 d 5/8" e=15 cms 5.43 2.45 B E G 0.30 x 0.30 0.30 x 0.30 E d 3/8" .15 .15 .15 .15 .15 .15 .60 11 C./.06 2R .60 11 C./.06 2R 3.93 32 C./.12 2R .60 11 C./.06 2R .60 11 C./.06 2R .95 7 C./.12 2R E E F F AS SUP. AS INF. 3 d 5/8" x 2.00 (2DA. CAPA) 0.20 3 d 5/8" x 4.00 (2DA. CAPA) 0.20 3 d 5/8" x 8.50 0.20 0.20 3 d 5/8" x 8.50 0.20 0.20 NE+4.08 V-3-4 (B-G) 30X30 ESCALA: 1:50 0.30 0.30 3 d 5/8" 3 d 5/8" (2da.Capa) 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.08 CORTE E-E ESCALA: 1:20 0.30 0.30 3 d 5/8" 3 d 5/8" (2da.Capa) 3 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.06 x 1.08 CORTE F-F ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.7092 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 89.64 50.11 5/8" 69.00 107.23 5.43 X Y 0.30 x 0.30 E d 3/8" 5.43 46 C./.12 2R B B AS SUP. AS INF. 3 d 5/8" x 5.75 0.20 0.20 3 d 5/8" x 5.75 0.20 0.20 NE+4.08 V-AUX (X-Y) 30X30 ESCALA: 1:50 0.30 0.30 3 d 5/8" 3 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.08 CORTE B-B ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.4887 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 49.68 27.77 5/8" 34.50 53.61 4.15 B D 0.30 x 0.30 E d 3/8" .15 .15 .15 .15 .60 11 C./.06 2R .60 11 C./.06 2R 2.65 21 C./.12 2R B B AS SUP. AS INF. 3 d 5/8" x 4.77 0.20 0.20 3 d 1/2" x 4.67 0.15 0.15 ESCALA: 1:50 0.30 0.30 3 d 5/8" 3 d 1/2" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.08 CORTE B-B ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.3735 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 46.44 25.96 1/2" 14.01 13.93 5/8" 14.31 22.24 5.80 A B 0.30 x 0.30 E d 3/8" .15 .15 .15 .15 .60 11 C./.06 2R .60 11 C./.06 2R 4.30 35 C./.12 2R A A AS SUP. AS INF. 2 d 5/8" x 2.00 (2DA. CAPA) 0.20 2 d 5/8" x 2.00 (2DA. CAPA) 0.20 4 d 5/8" x 6.42 0.20 0.20 3 d 5/8" x 6.42 0.20 0.20 NE+4.08 V3=V6 (A-B) 30X30 ESCALA: 1:50 0.30 0.30 4 d 5/8" 2 d 5/8" (2da.Capa) 3 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.08 CORTE A-A ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.522 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 61.56 34.41 5/8" 52.94 82.27 4.68 B D´ 0.30 x 0.30 E d 3/8" .00 .00 .00 .00 .60 11 C./.06 2R .60 11 C./.06 2R 3.48 28 C./.12 2R D´ D´ AS SUP. AS INF. 3 d 5/8" x 5.30 0.20 0.20 3 d 1/2" x 5.20 0.15 0.15 ESCALA: 1:50 0.30 0.30 3 d 5/8" 3 d 1/2" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.08 CORTE D´-D´ ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.4212 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 54.00 30.19 1/2" 15.60 15.51 5/8" 15.90 24.71 3.45 3.40 D G H 0.30 x 0.30 0.30 x 0.30 E d 3/8" .15 .15 .15 .15 .15 .15 .60 11 C./.06 2R .60 11 C./.06 2R 1.95 16 C./.12 2R .60 11 C./.06 2R .60 11 C./.06 2R 1.90 15 C./.12 2R E E F F AS SUP. AS INF. 3 d 5/8" x 9.02 0.20 0.20 3 d 5/8" x 9.02 0.20 0.20 ESCALA: 1:50 0.30 0.30 3 d 5/8" 3 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.06 x 1.08 CORTE E-E ESCALA: 1:20 0.30 0.30 3 d 5/8" 3 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.08 CORTE F-F ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.783 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 81.00 45.28 5/8" 54.12 84.10 3.40 G H 0.30 x 0.30 E d 3/8" .15 .15 3.25 27 C./.12 2R G G AS SUP. AS INF. 3 d 5/8" x 3.87 0.20 0.20 3 d 1/2" x 3.77 0.15 0.15 ESCALA: 1:50 0.30 0.30 3 d 5/8" 3 d 1/2" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.08 CORTE G-G ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.306 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 29.16 16.30 1/2" 11.31 11.24 5/8" 11.61 18.04 3.40 1.59 G H V 0.30 x 0.30 0.30 x 0.30 E d 3/8" .15 .15 3.25 27 C./.12 2R 1.44 12 C./.12 2R G G V AS SUP. AS INF. 2 d 5/8" x 2.60 (2DA. CAPA) 1.00 3 d 5/8" x 5.46 0.20 0.20 3 d 5/8" x 5.46 0.20 0.20 ESCALA: 1:50 0.30 0.30 3 d 5/8" 2 d 5/8" (2da.Capa) 3 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.08 CORTE G-G ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.4491 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 42.12 23.55 5/8" 37.96 58.99 5.80 1 3 0.40 x 0.30 E d 3/8" .10 .10 .15 .15 .60 11 C./.06 2R .60 11 C./.06 2R 4.35 36 C./.12 2R D D AS SUP. AS INF. 4 d 5/8" x 6.37 0.20 0.20 3 d 5/8" x 6.37 0.20 0.20 ESCALA: 1:50 0.30 0.40 4 d 5/8" 3 d 5/8" 0.32 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.28 CORTE D-D ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.696 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 74.24 41.50 5/8" 44.59 69.29 5.43 X Y 0.20 x 0.35 E d 3/8" .22 .23 .22 .23 .60 11 C./.06 2R .60 11 C./.06 2R 4.30 35 C./.12 2R A A 1 d 5/8" POR CARA DE PARAMENTO AS SUP. AS INF. 2 d 5/8" x 6.20 0.20 0.20 2 d 5/8" x 6.20 0.20 0.20 NE+4.08 V-1 (X-Y) 20X35 ESCALA: 1:50 0.35 0.20 2 d 5/8" 2 d 5/8" 2 d 5/8" (Param/Cara) 0.12 0.27 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 0.98 CORTE A-A ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.3801 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 55.86 31.23 5/8" 24.80 38.54 5.67 3.80 1 4 6 0.40 x 0.30 0.30 x 0.30 E d 3/8" .10 .10 .15 .15 .60 11 C./.06 2R .60 11 C./.06 2R 4.22 35 C./.12 2R 3.65 31 C./.12 2R X Y X Y AS SUP. AS INF. 2 d 5/8" x 2.00 (2DA. CAPA) 0.20 2 d 5/8" x 2.00 (2DA. CAPA) 1.00 2 d 5/8" x 2.00 (2DA. CAPA) 0.20 4 d 5/8" x 10.04 0.20 0.20 3 d 5/8" x 10.04 0.20 0.20 ESCALA: 1:50 0.30 0.40 3 d 5/8" 2 d 5/8" (2da.Capa) 3 d 5/8" 0.32 0.22 ESTRIBOS (2R) d 3/8" C./.12 x 1.28 CORTE X-X ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 1.0224 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 106.44 59.50 5/8" 82.28 127.86 NE+4.08 V-7 (B-D) 30x30 NE+4.08 V-AUX (B-D) 30x30 .81 14 C./.06 2R 0.85 1.00 .66 11 C./.06 2R 3.45 3.40 D G H 0.30 x 0.30 0.30 x 0.30 E d 3/8" .15 .15 .15 .15 .15 .15 .60 11 C./.06 2R .60 11 C./.06 2R 1.95 16 C./.12 2R .60 11 C./.06 2R .60 11 C./.06 2R 1.90 15 C./.12 2R E E E E AS SUP. AS INF. 3 d 5/8" x 8.17 0.20 0.20 3 d 5/8" x 8.17 0.20 0.20 ESCALA: 1:50 0.30 0.30 3 d 5/8" 3 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.06 x 1.08 CORTE E-E ESCALA: 1:20 VIGA: VIGA D-H COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.71 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 81.00 45.28 5/8" 49.02 76.18 0.85 .66 11 C./.06 2R NE+4.08 V-9 (D-H) 30x30 NE+4.08 V-6´ (D-H) 30x30 NE+4.08 V-5 (G-H) 30x30 1.67 3.95 4.70 As Sup. As Inf. V 3 6 8 0.30 x 0.30 0.30 x 0.30 0.30 x 0.30 0.15 0.15 0.15 0.15 0.15 0.15 7 7 7 7 3 d 5/8" x 10.79 0.20 0.20 2 d 5/8" x 1.50 (2da.Capa) 0.75 2 d 5/8" x 2.50 (2da.Capa) 0.20 3 d 5/8" x 10.79 0.20 0.20 EST. d 3/8" 1.52 12 C./.13 2R 0.60 11 C./.06 2R 2.45 18 C./.13 2R 0.60 11 C./.06 2R 0.60 11 C./.06 2R 3.20 24 C./.13 2R 0.60 11 C./.06 2R ESCALA: 1:50 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.86 m3 DIAMETRO LONG.(ml) PESO(kg) 3/8" 105.84 59.16 5/8" 72.74 113.04 0.22 0.22 2 x .10 ESTRIBOS (2R) d 3/8" C/.13 x 1.08 0.30 0.30 CORTE 7-7 ESCALA: 1:20 NE+4.08 V-X (1-3) 40x30 NE+4.08 V-Y (1-3) 40x30 2.00 2.25 2.90 As Sup. As Inf. 5 6 6' 9 0.30 x 0.30 0.30 x 0.30 0.30 x 0.30 0.15 0.15 0.15 0.15 0.15 0.15 5 5 9 9 3 d 5/8" x 7.62 0.20 0.20 2 d 5/8" x 2.50 (2da.Capa) 0.20 2 d 5/8" x 2.00 (2da.Capa) 1.00 2 d 5/8" x 1.50 (2da.Capa) 0.20 3 d 5/8" x 7.62 0.20 0.20 EST. d 3/8" 1.85 15 C./.13 2R 0.60 11 C./.06 2R 0.75 5 C./.13 2R 0.60 11 C./.06 2R 0.60 11 C./.06 2R 1.40 10 C./.13 2R 0.60 11 C./.06 2R ESCALA: 1:50 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.58 m3 DIAMETRO LONG.(ml) PESO(kg) 3/8" 79.92 44.68 5/8" 57.72 89.70 0.22 0.22 2 x .10 ESTRIBOS (2R) d 3/8" C/.13 x 1.08 0.30 0.30 CORTE 5-5 ESCALA: 1:20 0.22 0.22 2 x .10 ESTRIBOS (2R) d 3/8" C/.13 x 1.08 0.30 0.30 CORTE 9-9 ESCALA: 1:20 3.95 3.15 3 6 7 0.30 x 0.30 0.30 x 0.30 E d 3/8" .15 .15 .15 .15 .15 .15 .60 11 C./.06 2R .60 11 C./.06 2R 2.45 20 C./.12 2R .60 11 C./.06 2R .60 11 C./.06 2R 1.65 13 C./.12 2R 3 3 7 7 AS SUP. AS INF. 2 d 5/8" x 2.00 (2DA. CAPA) 0.20 2 d 5/8" x 2.00 (2DA. CAPA) 1.00 2 d 5/8" x 1.57 (2DA. CAPA) 0.20 3 d 5/8" x 7.72 0.20 0.20 3 d 5/8" x 7.72 0.20 0.20 ESCALA: 1:50 0.30 0.30 3 d 5/8" 2 d 5/8" (2da.Capa) 3 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.08 CORTE 3-3 ESCALA: 1:20 0.30 0.30 3 d 5/8" 2 d 5/8" (2da.Capa) 3 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.06 x 1.08 CORTE 7-7 ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.639 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 83.16 46.49 5/8" 57.45 89.28 3.95 2.00 5' 7 9 0.30 x 0.30 0.30 x 0.30 E d 3/8" .00 .00 .15 .15 .15 .15 .60 11 C./.06 2R .60 11 C./.06 2R 2.45 20 C./.12 2R .60 11 C./.06 2R .60 11 C./.06 2R .50 4 C./.12 2R 7 7 9 9 AS SUP. AS INF. 2 d 1/2" x 1.95 (2DA. CAPA) 0.15 2 d 1/2" x 2.00 (2DA. CAPA) 1.00 2 d 1/2" x 1.00 (2DA. CAPA) 0.15 2 d 5/8" x 6.42 0.20 0.20 3 d 5/8" x 6.42 0.20 0.20 ESCALA: 1:50 0.30 0.30 3 d 5/8" 2 d 1/2" (2da.Capa) 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.08 CORTE 7-7 ESCALA: 1:20 0.30 0.30 3 d 5/8" 2 d 1/2" (2da.Capa) 3 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.06 x 1.08 CORTE 9-9 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.5355 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 73.44 41.05 1/2" 9.90 9.84 5/8" 32.10 49.88 4.10 2.90 5 6' 9 0.30 x 0.30 0.30 x 0.30 E d 3/8" .15 .15 .15 .15 .15 .15 .60 11 C./.06 2R .60 11 C./.06 2R 2.60 21 C./.12 2R .60 11 C./.06 2R .60 11 C./.06 2R 1.40 11 C./.12 2R 5 5 9 9 AS SUP. AS INF. 3 d 5/8" x 7.62 0.20 0.20 3 d 5/8" x 7.62 0.20 0.20 ESCALA: 1:50 0.30 0.30 3 d 5/8" 3 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.08 CORTE 5-5 ESCALA: 1:20 0.30 0.30 3 d 5/8" 3 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.06 x 1.08 CORTE 9-9 ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.63 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 82.08 45.88 5/8" 45.72 71.05 ESCALA: 1:20 LE-4 5 5 NE+4.08 V-A (V-8) 30x30 NE+4.08 V-B (3-7) 30x30 LE-5 5 5 5 LE-6 LE-7 LE-8 5.80 4.15 3.45 3.40 As Sup. As Inf. A B D G H 0.30 x 0.25 0.30 x 0.25 0.30 x 0.25 0.30 x 0.25 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 0.15 A A A A A A A A 4 d 1/2" x 6.32 0.15 0.15 3 d 1/2" x 11.52 0.15 0.15 2 d 1/2" x 2.00 (2da.Capa) 0.15 2 d 1/2" x 3.00 (2da.Capa) 1.50 3 d 1/2" x 3.00 (2da.Capa) 1.50 3 d 1/2" x 6.32 0.15 0.15 3 d 1/2" x 11.52 0.15 0.15 3 d 1/2" x 3.00 0.15 EST. d 3/8" 0.50 11 C./.05 2R 4.50 44 C./.10 2R 0.50 11 C./.05 2R 0.50 11 C./.05 2R 2.85 28 C./.10 2R 0.50 11 C./.05 2R 0.50 11 C./.05 2R 2.15 21 C./.10 2R 0.50 11 C./.05 2R 0.50 11 C./.05 2R 2.10 20 C./.10 2R 0.50 11 C./.05 2R ESCALA: 1:50 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 1.21 m3 DIAMETRO LONG.(ml) PESO(kg) 3/8" 207.76 116.14 1/2" 141.36 140.51 0.17 0.22 2 x .10 ESTRIBOS (2R) d 3/8" C/.10 x 0.98 0.25 0.30 CORTE A-A ESCALA: 1:20 NT+7.12 V-8 (A-B) 30x25 NT+7.12 V-9 (B-D) 30x25 NT+7.12 V-9 (D-G) 30x25 NT+7.12 V-9 (G-H) 30x25 NT+7.12 V-7 (A-B) 30x25 NT+7.12 V-7 (B-D) 30x25 NT+7.12 V-6' (D-G) 30x25 NT+7.12 V-6' (G-H) 30x25 NT+7.12 V-6 (D-G) 15x25 NT+7.12 V-6 (G-H) 30x25 NT+7.12 V-5 (G-H) 30x25 NE+4.08 V-4 (E-G) 20x25 NT+7.12 V-6 (A-B) 30x25 NT+7.12 V-3 (A-B) 30x25 NT+7.12 V-AUX (B-D) 30x25 NT+7.12 V-3 (B-D) 30x25 NERVIO TRANSVERSAL 2 d 5/8" e=15 cms LT-1 5.80 A B 0.30 x 0.25 E d 3/8" .15 .15 .15 .15 .50 11 C./.05 2R .50 11 C./.05 2R 4.50 44 C./.10 2R A A AS SUP. AS INF. 2 d 1/2" x 2.00 (2DA. CAPA) 0.15 2 d 1/2" x 2.00 (2DA. CAPA) 0.15 3 d 1/2" x 6.32 0.15 0.15 3 d 1/2" x 6.32 0.15 0.15 ESCALA: 1:50 0.25 0.30 3 d 1/2" 2 d 1/2" (2da.Capa) 3 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.98 CORTE A-A ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.435 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 64.68 36.16 1/2" 45.92 45.64 5.95 4.15 A B D 0.30 x 0.25 0.30 x 0.25 E d 3/8" .15 .15 .15 .15 .50 11 C./.05 2R .50 11 C./.05 2R 4.65 46 C./.10 2R .50 11 C./.05 2R .50 11 C./.05 2R 2.85 28 C./.10 2R A A A A AS SUP. AS INF. 3 d 1/2" x 2.00 (2DA. CAPA) 0.15 3 d 1/2" x 3.00 (2DA. CAPA) 1.50 3 d 1/2" x 2.00 (2DA. CAPA) 0.15 3 d 1/2" x 10.47 0.15 0.15 3 d 1/2" x 10.47 0.15 0.15 ESCALA: 1:50 0.25 0.30 3 d 1/2" 3 d 1/2" (2da.Capa) 3 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.98 CORTE A-A ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.7575 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 115.64 64.64 1/2" 83.82 83.32 5.80 5.44 A B E 0.30 x 0.25 0.30 x 0.25 E d 3/8" .15 .15 .15 .15 .50 11 C./.05 2R .50 11 C./.05 2R 4.50 44 C./.10 2R 5.29 53 C./.10 2R A A A A AS SUP. AS INF. ESCALA: 1:50 0.25 0.30 3 d 1/2" 3 d 1/2" (2da.Capa) 3 d 1/2" 3 d 1/2" (2da.Capa) 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.98 CORTE A-A ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.843 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 116.62 65.19 3.49 D G 0.15 x 0.25 E d 3/8" 3.49 35 C./.10 2R D D AS SUP. AS INF. 2 d 1/2" x 3.71 0.15 0.15 2 d 1/2" x 3.71 0.15 0.15 ESCALA: 1:50 0.25 0.15 2 d 1/2" 2 d 1/2" 0.07 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.68 CORTE D-D ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.130875 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 23.80 13.30 1/2" 14.84 14.75 5.00 B D 0.30 x 0.25 E d 3/8" 5.00 50 C./.10 2R B B AS SUP. AS INF. 2 d 1/2" x 2.00 (2DA. CAPA) 0.15 2 d 1/2" x 2.00 (2DA. CAPA) 0.15 3 d 1/2" x 5.22 0.15 0.15 3 d 1/2" x 5.22 0.15 0.15 ESCALA: 1:50 0.25 0.30 3 d 1/2" 2 d 1/2" (2da.Capa) 3 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.98 CORTE B-B ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.375 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 49.00 27.39 1/2" 39.32 39.08 3.60 3.55 D G H 0.30 x 0.25 0.30 x 0.25 E d 3/8" .15 .15 3.45 35 C./.10 2R 3.40 34 C./.10 2R D D D D AS SUP. AS INF. 2 d 1/2" x 2.00 (2DA. CAPA) 0.15 2 d 1/2" x 2.00 (2DA. CAPA) 0.15 3 d 1/2" x 7.52 0.15 0.15 3 d 1/2" x 7.52 0.15 0.15 ESCALA: 1:50 0.25 0.30 3 d 1/2" 2 d 1/2" (2da.Capa) 3 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.98 CORTE D-D ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.53625 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 67.62 37.80 1/2" 53.12 52.80 2.45 3.55 E G H 0.30 x 0.25 0.30 x 0.25 E d 3/8" .15 .15 .15 .15 .15 .15 .50 11 C./.05 2R .50 11 C./.05 2R 1.15 11 C./.10 2R .50 11 C./.05 2R .50 11 C./.05 2R 2.25 22 C./.10 2R E E H H AS SUP. AS INF. 3 d 1/2" x 2.97 0.15 0.15 3 d 1/2" x 4.07 0.15 0.15 3 d 1/2" x 4.07 0.15 0.15 3 d 1/2" x 2.97 0.15 0.15 ESCALA: 1:50 0.25 0.30 3 d 1/2" 3 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.05 x 0.98 CORTE E-E ESCALA: 1:20 0.25 0.30 3 d 1/2" 3 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.98 CORTE H-H ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.45 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 75.46 42.18 1/2" 42.24 41.99 3.55 G H 0.30 x 0.25 E d 3/8" .15 .15 3.40 34 C./.10 2R H H AS SUP. AS INF. ESCALA: 1:50 0.25 0.30 3 d 1/2" 3 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.98 CORTE H-H ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.26625 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 33.32 18.63 3 d 5/8" 3 d 5/8" 3 d 5/8" 2 d 1/2" (2da.Capa) 3 d 5/8" 3 d 5/8" 2 d 1/2" (2da.Capa) 3 d 5/8" NT+7.12 V-8-9 (A-H) 30x25 3 d 5/8" 2 d 1/2" (2da.Capa) 3 d 5/8" 3 d 1/2" 3 d 1/2" (2da.Capa) 3 d 1/2" NE+4.08 V-6 (G-H-V) 30x30 NE+4.08 V-D (5´-9) 30x30 NE+4.08 V-H (5-9) 30x30 NE+4.08 V-G (5-9) 30x30 NT+7.12 V-7 (A-D) 30x25 NT+7.12 V-6' (D-H) 30x25 NT+7.12 V-6 (D-G) 15x25 NT+7.12 V-6 (A-B) 30x25 NT+7.12 V-6 (G-H) 30x25 3 d 1/2" x 3.92 0.15 0.15 3 d 1/2" x 3.92 0.15 0.15 NE+4.08 V-4-5 (E-H) 20x25 NT+7.12 V-AUX (B-D) 30x25 NT+7.12 V-3 (A-E) 30x25 3 d 1/2" x 2.00 (2DA. CAPA) 0.15 3 d 1/2" x 3.00 (2DA. CAPA) 1.50 3 d 1/2" x 2.00 (2DA. CAPA) 0.15 3 d 1/2" x 11.61 0.15 0.15 3 d 1/2" x 11.61 0.15 0.15 NT+7.12 V-A (3-6) 30x25 NT+7.12 V-B (3-6) 30x25 NT+7.12 V-B (6-7) 30x25 NT+7.12 V-A (6-8) 30x25 4.10 2.90 5 6' 9 0.30 x 0.25 0.30 x 0.25 E d 3/8" .15 .15 .15 .15 .15 .15 .50 11 C./.05 2R .50 11 C./.05 2R 2.80 27 C./.10 2R .50 11 C./.05 2R .50 11 C./.05 2R 1.60 15 C./.10 2R A A B B AS SUP. AS INF. 3 d 1/2" x 7.52 0.15 0.15 3 d 1/2" x 7.52 0.15 0.15 0.25 0.30 1 d 1/2" 1 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.98 CORTE A-A ESCALA: 1:20 0.25 0.30 1 d 1/2" 1 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.05 x 0.98 CORTE B-B ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.525 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 84.28 47.11 1/2" 45.12 44.85 2.00 5.15 5 6 9 0.30 x 0.25 0.30 x 0.25 E d 3/8" .15 .15 .15 .15 1.85 19 C./.10 2R .50 11 C./.05 2R .50 11 C./.05 2R 3.85 38 C./.10 2R A A AS SUP. AS INF. 2 d 1/2" x 3.00 (2DA. CAPA) 0.15 2 d 1/2" x 2.00 (2DA. CAPA) 0.15 3 d 1/2" x 7.67 0.15 0.15 3 d 1/2" x 7.67 0.15 0.15 ESCALA: 1:50 0.25 0.30 1 d 1/2" 2 d 1/2" (2da.Capa) 1 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.98 CORTE A-A ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.53625 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 77.42 43.28 1/2" 56.02 55.68 LE-4' 0.17 0.22 2 x .10 ESTRIBOS (2R) d 3/8" C/.10 x 0.98 0.25 0.30 CORTE A-A ESCALA: 1:20 1.67 3.95 4.70 As Sup. As Inf. V 3 6 8 0.30 x 0.25 0.30 x 0.25 0.30 x 0.25 0.15 0.15 0.15 0.15 0.15 0.15 A A 3 d 1/2" x 10.69 0.15 0.15 2 d 1/2" x 2.00 (2da.Capa) 0.15 2 d 1/2" x 2.00 (2da.Capa) 1.00 2 d 1/2" x 2.00 (2da.Capa) 0.15 3 d 1/2" x 10.69 0.15 0.15 EST. d 3/8" 1.52 16 C./.10 2R 0.50 11 C./.05 2R 2.65 26 C./.10 2R 0.50 11 C./.05 2R 0.50 11 C./.05 2R 3.40 33 C./.10 2R 0.50 11 C./.05 2R ESCALA: 1:50 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.72 m3 DIAMETRO LONG.(ml) PESO(kg) 3/8" 116.62 65.19 1/2" 76.14 75.68 0.17 0.22 2 x .10 ESTRIBOS (2R) d 3/8" C/.10 x 0.98 0.25 0.30 CORTE A-A ESCALA: 1:20 1.67 3.95 3.15 2.15 As Sup. As Inf. V 3 6 7 9 0.30 x 0.25 0.30 x 0.25 0.30 x 0.25 0.30 x 0.25 0.15 0.15 0.15 0.15 0.15 0.15 A A 3 d 1/2" x 11.14 0.15 0.15 2 d 1/2" x 2.00 (2da.Capa) 0.15 2 d 1/2" x 2.00 (2da.Capa) 1.00 2 d 1/2" x 2.60 (2da.Capa) 0.15 3 d 1/2" x 11.14 0.15 0.15 EST. d 3/8" 1.52 16 C./.10 2R 0.50 11 C./.05 2R 2.65 26 C./.10 2R 0.50 11 C./.05 2R 0.50 11 C./.05 2R 1.85 18 C./.10 2R 0.50 11 C./.05 2R 2.00 20 C./.10 2R ESCALA: 1:50 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.75 m3 DIAMETRO LONG.(ml) PESO(kg) 3/8" 121.52 67.93 1/2" 80.04 79.56 1 I 3 3.00 3.00 0.25 .10 .10 .15 .15 .10 .10 As Sup. As Inf. 1 d 1/2" x 6.42 0.15 0.15 1 d 1/2" x 6.42 0.15 0.15 LOSA E2 NERVADA: E = 25 cm ESCALA: 1:50 COMPUTOS DEL NERVIO DIAMETRO LONG.(ml) PESO(kg) 1/2" 12.84 12.76 NT+7.12 V-A (V-8) 30x25 NT+7.12 V-B (V-9) 30x25 3 d 1/2" 2 d 5/8" (2da.Capa) 3 d 1/2" 3 d 1/2" 2 d 5/8" (2da.Capa) 3 d 1/2" TRAMO 1 DE ESCALERA ESCALA 1:20 5' 7 2.55 1.25 1.53 .15 d 1/2" C/.20 x 4.78 0.15 d 1/2" C/.20 x 2.45 1.08 0.15 d 1/2" C/.20 x 4.17 0.40 d 1/2" C/.20 x 1.60 1.05 0.15 2 d 3/8" 0.30 0.17 0.48 0.27 d 3/8" C/.15 x 0.75 REP d 3/8" C/.20 NT+7.12 V-D (5'-7) 30x25 NT+7.12 V-G (6-9) 30x25 NT+7.12 V-B (6-7) 30x25 NT+7.12 V-H (6'-9) 30x25 NT+7.12 V-H (5-6) 30x25 NT+7.12 V-E (3-5) 30x25 NT+7.12 V-E (4-6) 30x25 NT+7.12 V-D (7-9) 30x25 1.55 3 4 0.30 x 0.25 E d 3/8" .15 .15 1.40 14 C./.10 2R 3 3 AS SUP. AS INF. 3 d 1/2" x 1.92 0.15 0.15 3 d 1/2" x 1.92 0.15 0.15 ESCALA: 1:50 0.25 0.30 3 d 1/2" 3 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.98 CORTE 3-3 ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.11625 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 13.72 7.67 1/2" 11.52 11.45 3.95 2.00 5´ 7 9 0.30 x 0.25 0.30 x 0.25 E d 3/8" .15 .15 .15 .15 3.80 38 C./.10 2R .50 11 C./.05 2R .50 11 C./.05 2R .70 6 C./.10 2R A A B B AS SUP. AS INF. 2 d 1/2" x 2.00 (2DA. CAPA) 0.15 3 d 1/2" x 6.32 0.15 0.15 3 d 1/2" x 6.32 0.15 0.15 ESCALA: 1:50 0.25 0.30 3 d 1/2" 2 d 1/2" (2da.Capa) 3 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.98 CORTE A-A ESCALA: 1:20 0.25 0.30 1 d 1/2" 1 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.05 x 0.98 CORTE B-B ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.44625 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 64.68 36.16 1/2" 41.92 41.67 4.32 4 I 0.30 x 0.25 E d 3/8" .15 .15 4.17 42 C./.10 2R I I AS SUP. AS INF. 3 d 1/2" x 4.69 0.15 0.15 3 d 1/2" x 4.69 0.15 0.15 ESCALA: 1:50 0.25 0.30 3 d 1/2" 3 d 1/2" 0.22 0.17 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.10 x 0.98 CORTE I-I ESCALA: 1:20 COMPUTOS DE LA VIGA VOLUMEN DE CONCRETO = 0.324 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 41.16 23.01 1/2" 28.14 27.97 5 6 6´ 9 1.85 2.25 2.90 0.30 .15 .15 .10 .10 .15 .15 .10 .10 .15 .15 .10 .10 .15 .15 As Sup. As Inf. 1 d 1/2" x 7.52 0.15 0.15 1 d 1/2" x 7.52 0.15 0.15 LOSA E4' NERVADA: E = 30 cm ESCALA: 1:50 COMPUTOS DEL NERVIO DIAMETRO LONG.(ml) PESO(kg) 1/2" 15.04 14.95 V 3 6 V 1.67 3.95 1.45 2 d 1/2" 0.15 0.30 .075 .075 .10 .10 .15 .15 .10 .10 .15 .15 .10 .10 .075 .075 As Sup. As Inf. 1 d 1/2" x 7.44 0.15 0.15 1 d 1/2" x 7.44 0.15 0.15 LOSA E1 NERVADA: E = 30 cm ESCALA: 1:50 COMPUTOS DEL NERVIO DIAMETRO LONG.(ml) PESO(kg) 1/2" 14.88 14.79 5 I 6' 9 2.05 2.05 2.90 0.30 .15 .15 .10 .10 .08 .08 .10 .10 .15 .15 .10 .10 .15 .15 As Sup. As Inf. 1 d 1/2" x 7.52 0.15 0.15 1 d 1/2" x 7.52 0.15 0.15 LOSA E4 NERVADA: E = 30 cm ESCALA: 1:50 COMPUTOS DEL NERVIO DIAMETRO LONG.(ml) PESO(kg) 1/2" 15.04 14.95 Altura H/3 Bloque de Cemento 20 cm RIGIDIZADORES Ø 1/2"@ 50cm. COLUMNAS DE MURO V.E+4.08M 30 X 30 CM Altura H/3 Altura H/3 V.RIOSTRA 30 X 30 CM V.CARGA 30X30 CM H =MAX 3.78 M A B C D E H ZAPATA PEDESTAL ESP. ESP. PROF. REFUERZO (EN DIRECCION A) REFUERZO (EN DIRECCION B) DESCRIP TIPO F1 100 1.00 0.40 0.40 0.30 1.50 d 1/2" C/.15 x 1.00 0.15 0.15 d 1/2" C/.15 x 1.00 0.15 0.15 F2 1.40 1.00 0.40 0.40 0.30 1.50 d 1/2" C/.15 x 1.40 0.15 0.15 d 1/2" C/.15 x 1.00 0.15 0.15 F3 1.20 1.20 0.40 0.40 0.35 1.50 d 1/2" C/.15 x 1.20 0.15 0.15 d 1/2" C/.15 x 1.20 0.15 0.15 F4 1.40 1.40 0.45 0.45 0.35 1.50 d 1/2" C/.12 x 1.40 0.15 0.15 d 1/2" C/.12 x 1.40 0.15 0.15 F5 1.00 1.60 0.40 0.40 0.35 1.50 d 1/2" C/.12 x 1.00 0.15 0.15 d 1/2" C/.12 x 1.60 0.15 0.15 CUADRO DE FUNDACIONES (Rs = 2.00 kgf/cm2) DETALLE DE MURO MAMPOSTERIA NOTA: -. LA PROFUNDIDAD MINIMA DE LAS FUNDACIONES SERA DE 1.50 METROS O HASTA ALCANZAR SUELO FIRME. -. LA PROFUNDIDAD MINIMA DE FUNDACION DEL MURO SERA DE 1.20 METROS O HASTA ALCANZAR SUELO FIRME. 0.30 0.30 6 d 1/2" V.R.1 ESCALA: 1:10 ESCALA. 1:10 DETALLE DE V. R. 1 0.20 0.20 2 x .10 LIG. d 3/8" C/0.15 x 1.00 0.30 6 d 1/2" V.CARGA ESCALA: 1:10 ESCALA. 1:10 DETALLE DE V. CARGA MURO 0.20 0.20 2 x .10 LIG. d 3/8" C/0.18 x 1.00 V.CARGA 30X30 CM ESCALA. 1/50 PLANTA DE ENTREPISO + 4.08 M MALLA TRUCKSON 4" x 4" LOSA NERVADA E=30 CM CONCRETO AS DE REFUERZO 2 Ø1/2" DETALLE DE LOSA - PE N+4.08 M ESCALA. 1: 10 5 5 5 .50 5 .10 BLOQUE PIÑATA 0.40x0.25x0.25 BLOQUE PIÑATA 0.40x0.25x0.25 CUADRO DE COLUMNAS A EJES C B NIVEL PLANTA BAJA HACIA NIVEL ENTREPISO D C1 C1 6 6' 5 3 2 - 1 7 - - C1 - E - C2 F PLANTA DE ENTREPISO HACIA PLANTA DE TECHO - - - - - - 4 - - C1 - - - - C1 - - - - - - C1 - - - - 9 8 - - - - - - 0.30 0.30 0.20 0.20 2 x .10 LIG. d 3/8" C/0.15 x 1.00 4 d 1/2" 4 d 5/8" 2 x .10 0.14 0.14 LIG. d 3/8" C/ 0.15 x 0.76 C-1 ESCALA: 1:10 0.20 0.45 0.35 0.12 2 x .10 LIG. d 3/8" C/0.15 x 1.14 8 d 5/8" 2 x .10 0.18 0.18 LIG. d 3/8" C/ 0.15 x 0.92 C-2 ESCALA: 1:10 2 d 5/8" x 1.50 (2da.Capa) 0.75 NERVIO LONGITUDINAL 2 d 5/8" e=15 cms 5 5 ESCALA. 1/50 DESPIECE LOSAS NERVIOS PE N+4.08 ESCALA. 1/50 DESPIECE VIGAS DE ENTREPISO PE N+4.08 ESCALA. 1/50 DESPIECE VIGAS DE ENTREPISO PE N+4.08 ESCALA. 1/50 DESPIECE VIGAS DE TECHO PT N+7.12 NT+7.12 V-D (5'-9) 30x25 NT+7.12 V-E (3-4) 30x25 NT+7.12 V-E (4-I) 30x25 11 C./.05 2R NT+7.12 V-G (5-9) 30x25 NT+7.12 V-H (5-9) 30x25 LT-3 LT-2 LT-5 LT-4 ESCALA. 1/50 PLANTA DE TECHO + 7.12 M 3.80 0.30 .15 .15 .10 .15 .15 .10 As Sup. As Inf. 5' 7 1 d 1/2" x 4.35 0.15 0.15 1 d 1/2" x 4.35 0.15 0.15 LOSA E5 NERVADA E = 30 cm ESCALA: 1:50 COMPUTOS DEL NERVIO VOLUMEN DE CONCRETO = 0.19 m3 DIAMETRO LONG(m) PESO(kgf) 1/2" 8.70 8.65 2.96 0.30 .15 .15 .10 .15 .15 .10 As Sup. As Inf. 3 5' 1 d 1/2" x 3.51 0.15 0.15 1 d 1/2" x 3.51 0.15 0.15 LOSA E3 NERVADA E = 30 cm ESCALA: 1:50 COMPUTOS DEL NERVIO VOLUMEN DE CONCRETO = 0.148 m3 DIAMETRO LONG(m) PESO(kgf) 1/2" 7.02 6.98 2.00 0.30 .15 .15 .10 .15 .15 .10 As Sup. As Inf. 7 9 1 d 1/2" x 2.55 0.15 0.15 1 d 1/2" x 2.55 0.15 0.15 LOSA E6 NERVADA E = 30 cm ESCALA: 1:50 COMPUTOS DEL NERVIO VOLUMEN DE CONCRETO = 0.1 m3 DIAMETRO LONG(m) PESO(kgf) 1/2" 5.10 5.07 2.25 0.30 .15 .15 .10 .15 .15 .10 As Sup. As Inf. 6 6' 1 d 1/2" x 2.80 0.15 0.15 1 d 1/2" x 2.80 0.15 0.15 LOSA E7 NERVADA E = 30 cm ESCALA: 1:50 COMPUTOS DEL NERVIO VOLUMEN DE CONCRETO = 0.1125 m3 DIAMETRO LONG(m) PESO(kgf) 1/2" 5.60 5.57 2.90 0.30 .15 .15 .10 .15 .15 .10 As Sup. As Inf. 6' 9 1 d 1/2" x 3.45 0.15 0.15 1 d 1/2" x 3.45 0.15 0.15 LOSA E8 NERVADA E = 30 cm ESCALA: 1:50 COMPUTOS DEL NERVIO VOLUMEN DE CONCRETO = 0.145 m3 DIAMETRO LONG(m) PESO(kgf) 1/2" 6.90 6.86 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C2 C2 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 3 5 6 7 9 A B C D E F G H 4 8 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 6' 5 V 1.67 3.95 0.25 .15 .15 .15 .10 .10 .15 .15 .10 As Sup. As Inf. V 3 8 1 d 1/2" x 10.72 0.15 0.15 1 d 1/2" x 10.72 0.15 0.15 LOSA T1 NERVADA E = 25 cm ESCALA: 1:50 COMPUTOS DEL NERVIO VOLUMEN DE CONCRETO = 0.4644 m3 DIAMETRO LONG(m) PESO(kgf) 1/2" 21.44 21.31 3.80 2.00 0.25 .15 .15 .10 .15 .15 .10 .10 .15 .15 .10 As Sup. As Inf. 5' 7 9 1 d 1/2" x 6.35 0.15 0.15 1 d 3/8" x 6.25 0.10 0.10 LOSA T2 NERVADA E = 25 cm ESCALA: 1:50 COMPUTOS DEL NERVIO VOLUMEN DE CONCRETO = 0.261 m3 DIAMETRO LONG(m) PESO(kgf) 3/8" 6.25 3.49 1/2" 6.35 6.31 3.30 0.25 .15 .15 .10 .15 .15 .10 As Sup. As Inf. 3 5' 1 d 1/2" x 3.85 0.15 0.15 1 d 1/2" x 3.85 0.15 0.15 LOSA T3 NERVADA E = 25 cm ESCALA: 1:50 COMPUTOS DEL NERVIO VOLUMEN DE CONCRETO = 0.1485 m3 DIAMETRO LONG(m) PESO(kgf) 1/2" 7.70 7.65 2.75 2.05 0.25 .15 .15 .10 .07 .08 .10 .10 .15 .15 .10 As Sup. As Inf. 4 6 9 1 d 1/2" x 7.55 0.15 0.15 1 d 1/2" x 7.55 0.15 0.15 LOSA T4 NERVADA E = 25 cm ESCALA: 1:50 COMPUTOS DEL NERVIO VOLUMEN DE CONCRETO = 0.47025 m3 DIAMETRO LONG(m) PESO(kgf) 1/2" 22.00 21.87 2.25 2.90 0.25 .15 .15 .10 .15 .15 .10 .10 .15 .15 .10 As Sup. As Inf. 5 6' 9 1 d 1/2" x 7.55 0.15 0.15 1 d 1/2" x 7.55 0.15 0.15 LOSA T5 NERVADA E = 25 cm ESCALA: 1:50 COMPUTOS DEL NERVIO VOLUMEN DE CONCRETO = 0.315 m3 DIAMETRO LONG(m) PESO(kgf) 1/2" 15.10 15.01 ESCALA. 1/50 DESPIECE LOSAS NERVIOS PE N+4.08 .15 .15 .10 .10 6 3.15 .15 .15 .10 .10 6 1.55 6' .15 .15 .10 .10 .15 .15 .10 .10 6 1.85 2.90 MALLA TRUCKSON 4" x 4" LOSA NERVADA E=30 CM CONCRETO AS DE REFUERZO 2 Ø1/2" DETALLE DE LOSA - PE N+4.08 M ESCALA. 1: 10 0,20 5 0,25 .50 5 .10 BLOQUE PIÑATA 0.40x0.20x0.20 BLOQUE PIÑATA 0.40x0.20x0.20 3.40 0.15 3.62 0.40 .15 \A1;\T0.9;TRAMO 1 7 5' \A1;V.ESC. (1-2) .25x.30 D N=+2.55 B 5 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 5 5 5 5 5 5 5 5 5 5 5 \A1;V.RIOSTRA 30X30 5 N=+1.02 5' 7 2.55 1.25 1.53 .15 d 1/2" C/.20 x 4.78 0.15 d 1/2" C/.20 x 2.45 1.08 0.15 d 1/2" C/.20 x 4.17 0.40 d 1/2" C/.20 x 1.60 1.05 0.15 2 d 3/8" 0.30 0.17 0.48 0.27 d 3/8" C/.15 x 0.75 REP d 3/8" C/.20 3.40 0.15 3.62 0.40 .15 \A1;\T0.9;TRAMO 2 TRAMO 2 DE ESCALERA ESCALA 1:20 0.30 0.30 2 d 5/8" 2 d 5/8" 0.22 0.22 2 X 0.10 ESTRIBOS (2R) d 3/8" C./.12 x 1.08 CORTE VIGA ESCALERA ESCALA: 1:20 4.15 B D 0.30 x 0.30 E d 3/8" .15 .15 .15 .15 .60 11 C./.06 2R .60 11 C./.06 2R 2.65 21 C./.12 2R B B AS SUP. AS INF. 2 d 5/8" x 4.77 0.20 0.20 2 d 1/2" x 4.67 0.15 0.15 ESCALA: 1:50 NDESCANDO+2.55 (B-D) 30x30 5 OBRA: PROPIETARIO: UBICACIÓN: CONTENIDO: ESCALA: PROYECTO: CÁLCULO: ELECTRICIDAD: MECÁNICA: ESTRUCTURA SERIE: N\U+00BA LAMINA: FECHA: JULIO 2015 1/50 2/7 E-02 RIF. ARQUITECTO C.I.V. ARQ. C.I.V. PROYECTISTA PROPIETARIO SR. C.I. V- Ingeniero C.I.V. ARQUITECTO C.I.V. Ingeniero C.I.V. Ruben Arboleda C.I.V. 231.795 f'c=210 kg/cm CONCRETO 2 SUELO Rs = 2.00 kg/cm2 (ASUMIDO) Fs=4200 kg/cm ACERO DE REFUERZO 2 OBRA: PROPIETARIO: UBICACIÓN: CONTENIDO: ESCALA: PROYECTO: CÁLCULO: ELECTRICIDAD: MECÁNICA: ESTRUCTURA SERIE: N\U+00BA LAMINA: FECHA: JULIO 2015 1/50 3/7 E-03 RIF. ARQUITECTO C.I.V. ARQ. C.I.V. PROYECTISTA PROPIETARIO SR. C.I. V- Ingeniero C.I.V. ARQUITECTO C.I.V. Ingeniero C.I.V. Ruben Arboleda C.I.V. 231.795 f'c=210 kg/cm CONCRETO 2 SUELO Rs = 2.00 kg/cm2 (ASUMIDO) Fs=4200 kg/cm ACERO DE REFUERZO 2 OBRA: PROPIETARIO: UBICACIÓN: CONTENIDO: ESCALA: PROYECTO: CÁLCULO: ELECTRICIDAD: MECÁNICA: ESTRUCTURA SERIE: N\U+00BA LAMINA: FECHA: JULIO 2015 1/50 4/7 E-04 RIF. ARQUITECTO C.I.V. ARQ. C.I.V. PROYECTISTA PROPIETARIO SR. C.I. V- Ingeniero C.I.V. ARQUITECTO C.I.V. Ingeniero C.I.V. Ruben Arboleda C.I.V. 231.795 f'c=210 kg/cm CONCRETO 2 SUELO Rs = 2.00 kg/cm2 (ASUMIDO) Fs=4200 kg/cm ACERO DE REFUERZO 2 OBRA: PROPIETARIO: UBICACIÓN: CONTENIDO: ESCALA: PROYECTO: CÁLCULO: ELECTRICIDAD: MECÁNICA: ESTRUCTURA SERIE: N\U+00BA LAMINA: FECHA: JULIO 2015 1/50 5/7 E-05 RIF. ARQUITECTO C.I.V. ARQ. C.I.V. PROYECTISTA PROPIETARIO SR. C.I. V- Ingeniero C.I.V. ARQUITECTO C.I.V. Ingeniero C.I.V. Ruben Arboleda C.I.V. 231.795 f'c=210 kg/cm CONCRETO 2 SUELO Rs = 2.00 kg/cm2 (ASUMIDO) Fs=4200 kg/cm ACERO DE REFUERZO 2 OBRA: PROPIETARIO: UBICACIÓN: CONTENIDO: ESCALA: PROYECTO: CÁLCULO: ELECTRICIDAD: MECÁNICA: ESTRUCTURA SERIE: N\U+00BA LAMINA: FECHA: JULIO 2015 1/50 6/7 E-06 RIF. ARQUITECTO C.I.V. ARQ. C.I.V. PROYECTISTA PROPIETARIO SR. C.I. V- Ingeniero C.I.V. ARQUITECTO C.I.V. Ingeniero C.I.V. Ruben Arboleda C.I.V. 231.795 f'c=210 kg/cm CONCRETO 2 SUELO Rs = 2.00 kg/cm2 (ASUMIDO) Fs=4200 kg/cm ACERO DE REFUERZO 2 OBRA: PROPIETARIO: UBICACIÓN: CONTENIDO: ESCALA: PROYECTO: CÁLCULO: ELECTRICIDAD: MECÁNICA: ESTRUCTURA SERIE: N\U+00BA LAMINA: FECHA: JULIO 2015 1/50 7/7 E-07 RIF. ARQUITECTO C.I.V. ARQ. C.I.V. PROYECTISTA PROPIETARIO SR. C.I. V- Ingeniero C.I.V. ARQUITECTO C.I.V. Ingeniero C.I.V. Ruben Arboleda C.I.V. 231.795 f'c=210 kg/cm CONCRETO 2 SUELO Rs = 2.00 kg/cm2 (ASUMIDO) Fs=4200 kg/cm ACERO DE REFUERZO 2 G C1 H - - - - - - - - - C1 - - C2 - - - - C1 C1 - - - - - - - - - C1 C1 C1 - C1 - - - - - - C1 C1 6 6' 5 3 - 7 - C1 - - - - - - - 4 - - C1 - - C1 - - - - C1 - - 9 8 - - - - - - C1 - - - - - - - C1 - - C1 C1 - - - - - - - - - C1 C1 C1 - C1 - - - - - - OBRA: PROPIETARIO: UBICACIÓN: CONTENIDO: ESCALA: PROYECTO: CÁLCULO: ELECTRICIDAD: MECÁNICA: ESTRUCTURA SERIE: N\U+00BA LAMINA: FECHA: JULIO 2015 1/50 1/7 E-01 RIF. ARQUITECTO C.I.V. ARQ. C.I.V. PROYECTISTA PROPIETARIO SR. C.I. V- Ingeniero C.I.V. ARQUITECTO C.I.V. Ingeniero C.I.V. Ruben Arboleda C.I.V. 231.795 f'c=210 kg/cm CONCRETO 2 SUELO Rs = 2.00 kg/cm2 (ASUMIDO) Fs=4200 kg/cm ACERO DE REFUERZO 2 X Y 5 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30x30 VIGA RIOSTRA 30x30 C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C2 C2 C1 F1 N=+1.02 N=±0:00 N=+0.30 N=+1.02 C3 MURO DE MAMPOSTERIA MURO DE MAMPOSTERIA MURO DE MAMPOSTERIA MURO DE MAMPOSTERIA MURO DE MAMPOSTERIA VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 V.R 30X30 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 VIGA RIOSTRA 30X30 V.R 30X30 V.R 30X30 V.R 30X30 VIGA RIOSTRA 30X30 5 5 5 5 F1 F2 C1 F2 F2 VIGA RIOSTRA 30X30 5 5 5 5 F3 F4 5 5 5 5 5 5 5 F3 F6 F6 F4 F4 F4 5 5 5 5 F5 F5 C1 C1 5 5 F6 1.20 1.20 0.50 0.30 0.35 1.50 d 1/2" C/.15 x 1.20 0.15 0.15 d 1/2" C/.15 x 1.20 0.15 0.15 1 2 3 5 6 7 9 A B C D E F G H 4 8 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 6' 5 5 5 ESCALA. 1/50 PLANTA DE FUNDACIONES +0.00M / +0.30M /+1.02M 0.30 0.30 0.30 0.20 0.20 2 x .10 LIG. d 3/8" C/0.15 x 1.00 4 d 1/2" 4 d 5/8" 2 x .10 0.14 0.14 LIG. d 3/8" C/ 0.15 x 0.76 C-1 ESCALA: 1:10 0.20 0.45 0.35 0.12 2 x .10 LIG. d 3/8" C/0.15 x 1.14 8 d 5/8" 2 x .10 0.18 0.18 LIG. d 3/8" C/ 0.15 x 0.92 C-2 ESCALA: 1:10 0.70 0.70 1.10 0.70 0.90 0.90 1.10 1.10 0.70 1.30 0.90 0.90 Ruben Arboleda C.I.V. 231.795 Ruben Arboleda C.I.V. 231.795 Ruben Arboleda C.I.V. 231.795 Ruben Arboleda C.I.V. 231.795 Ruben Arboleda C.I.V. 231.795 Ruben Arboleda C.I.V. 231.795 Ruben Arboleda C.I.V. 231.795 CALCULADO POR Ruben Arboleda C.I.V. 231.795

Language	Spanish
Drawing Type	Plan
Category	House
Additional Screenshots
File Type	dwg
Materials	Concrete, Masonry, Steel, Other
Measurement Units	Metric
Footprint Area
Building Features
Tags	apartamento, apartment, appartement, architectural, aufenthalt, autocad, basic, casa, chalet, complete, concrete, drawings, dwelling unit, DWG, FOUNDATION, haus, house, Housing, logement, maison, plan, plans, reinforced, residên, residence, residential, structural, unidade de moradia, villa, wohnung, wohnung einheit