Plane Foundation DWG Block for AutoCAD

Plane Foundation DWG Block for AutoCAD

Map Foundation

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

first level, existing post, Typical joints of beams with columns, rest, of columns, According to picture, of columns, According to picture, Typical joints of beams with columns, esc., of columns, According to picture, of columns, According to picture, of columns, According to picture, overlap length see lam., According to picture, of columns, According to picture, of columns, of columns, According to picture, typical bent, thickness, beam, Anchor lengths, beam, column, specif., columns, beams, diameter, splice, except for another indication, the splicing length being equal, for for, lower is spliced ​​over the, do not splice more than the total area, in light steel flat beams, notes., in the same section, detail of reinforcement of openings, thickness joint, specified master, specified, vertical pvc pipe, reinforcement in wall with crossing, section, section, section, fc, foundation beam shoes., to floor …., seismic separation board. …, Parameters for lateral displacement., dual system, structural system., electrodes below hydrogen content for low ex. supercito, superior in beams that have a higher cant cm. otherwise the lower values ​​will be taken., the higher values ​​will be taken when below the bar is placed more than cm of concrete eg. bars, ld., long min. in cm. of anchoring of bars in traction in compres development of hooks, top: cm to the sides cm. min. to the stirrup., faces cm cm., faces in contact with the ground faces exposed the interperie, cm encof. cm encof. sub shoe., To splice steel bars by welding it is recommended:, Seismic force reduction coefficient, common buildings .. factor, building category:, seismic amplification factor. ..c, Extracts of great thickness ….. tp, flexible floors with., soil parameters., zanification:, zone … zone factor, description of standards design earthquake resistant., Preheat the steel rods before c. approx., electrodes should be completely dry., anchor lengths overlaps., slabs lightened., flat beams., banked beams., foundation beams., coatings., ceiling beams lightened., plates t.e., columns, walls., shoes., lhb, ldh, ld., lower upper cm., interior dry faces cm., cm. ald cm to the stirrup., cm min to the stirrup., fc, lhb, ld b., Technical specifications, concrete cyclopean c: p.m., concrete cyclopean c: p.g, pi type mortar, clay brick, fy., tt proy. of foundation, level, masonry., reinforced concrete., earthquake resistant design., foundation floors, current regulations., cist., foundations run., on foundations., resistance of concrete., glasses, loads, solados., simple concrete c:, fc, f’n, cover slab, sole, section, projection of cistern wall, slab background, detail confinement walls, confinement column, threads, wall reinforcement, threads, scale, laminate format, n.t.n, ndf, n.p.t, n.v.t, section, n.t.n, ndf, n.p.t, section, n.t.n, ndf, n.p.t, mesh see, mesh hor., section, n.t.n, ndf, n.p.t, n.v.t, n.t.n, ndf, n.p.t, section, n.t.n, ndf, n.p.t, n.j, section, n.p.t, n.t.n, n.p.t, section, shoe box, kind, mesh h., mesh v., mesh h., mesh v., mesh h., mesh v.

Raw text data extracted from CAD file:

\A1;H/6 \A1;H/6 \A1;0.25 \A1;0.2 \A1;L =< 2.50 \A1;L =< 2.50 \A1;0.20 \A1;0.20 \A1;a \A1;ESPECIFICADO \A1;45° \A1;45° \A1;.15 .25 \A1;d=4" \A1;0.15 \A1;0.20 \A1;0.20 \A1;0.40(TIP.) \A1;.25 \A1;.25 \A1;.25 \A1;. \A1;X \A1;X \A1;2/3H \A1;1.55 \A1;.15 \A1;.15 \A1;1.70 \A1;3.38 \A1;.15 \A1;.30 \A1;.30 \A1;.10 \A1;.15 \A1;.15 \A1;1.25 \A1;.30 \A1;.30 \A1;.15 \A1;1.70 \A1;2.00 \A1;.15 \A1;2.00 \A1;.15 \A1;.15 \A1;1.70 \A1;.15 \A1;3.38 \A1;3.08 \A1;.10 \A1;.15 \A1;.20 \A1;.15 \A1;L </= 3.5 m \A1;L \A1;L </= 3.5 m \A1;0.02-0.01 \A1;.25 \A1;.25 \A1;r \A1;a \A1;45º \A1;45º \A1;EMPALME \A1;0.05 \A1;0.05 \A1;.15 \A1;.25 \A1;3.50 \A1;.25 \A1;2.80 \A1;.25 \A1;2.30 \A1;.25 \A1;.95 \A1;.20 \A1;.04 \A1;.25 \A1;2.16 \A1;.40 \A1;2.16 \A1;3.75 \A1;3.05 \A1;2.55 \A1;1.17 \A1;.26 \A1;2.48 \A1;2.61 \A1;20.00 \A1;.04 \A1;.25 \A1;3.75 \A1;.25 \A1;3.50 \A1;.25 \A1;2.80 \A1;.25 \A1;2.30 \A1;.25 \A1;.95 \A1;.20 \A1;.04 \A1;.25 \A1;2.16 \A1;.40 \A1;2.16 \A1;.25 \A1;4.12 \A1;3.75 \A1;3.05 \A1;2.55 \A1;1.17 \A1;.26 \A1;2.48 \A1;2.61 \A1;20.00 \A1;.10 \A1;.10 \A1;5.00 \A1;.25 \A1;1.70 \A1;.25 \A1;2.60 \A1;.10 \A1;2.83 \A1;1.95 \A1;5.23 \A1;10.00 \A1;.25 \A1;5.06 \A1;.25 \A1;4.20 \A1;.25 \A1;4.57 \A1;5.43 \A1;10.00 \A1;3.75 \A1;4.12 \A1;1.40 \A1;1.40 \A1;2.40 \A1;1.20 \A1;1.40 \A1;1.40 \A1;2.00 \A1;1.00 \A1;2.00 \A1;1.00 \A1;2.00 \A1;1.00 \A1;2.00 \A1;1.00 \A1;2.00 \A1;2.00 \A1;2.00 \A1;2.00 \A1;2.20 \A1;2.00 \A1;2.00 \A1;2.20 \A1;2.00 \A1;2.00 \A1;2.00 \A1;1.40 \A1;.70 \A1;1.00 \A1;1.00 \A1;1.00 \A1;.80 \A1;1.55 \A1;1.95 \A1;.40 \A1;.50 \A1;.50 \A1;.70 \A1;1.00 \A1;.80 \A1;.30 \A1;.10 \A1;.50 \A1;.40 \A1;.40 \A1;.15 \A1;.15 \A1;.15 \A1;2.10 \A1;1.00 \A1;1.00 \A1;.80 \A1;.30 \A1;.40 \A1;.15 \A1;.15 \A1;.15 \A1;2.10 \A1;.80 \A1;1.55 \A1;1.95 \A1;1.00 \A1;.40 \A1;.50 \A1;.50 \A1;.70 \A1;.10 \A1;.50 \A1;.40 \A1;.80 \A1;1.55 \A1;1.95 \A1;.55 \A1;1.00 \A1;.80 \A1;.15 \A1;.40 \A1;.15 \A1;1.95 \A1;.40 \A1;.50 \A1;.50 \A1;.10 \A1;.50 \A1;.40 \A1;2.00 \A1;1.00 \A1;.80 \A1;.30 \A1;.40 \A1;.15 \A1;.15 \A1;.15 \A1;2.10 \A1;.80 \A1;1.55 \A1;1.95 \A1;.60 \A1;.40 \A1;.50 \A1;.50 \A1;.70 \A1;.10 \A1;.50 \A1;.80 \A1;1.55 \A1;1.95 \A1;1.00 \A1;.80 \A1;.30 \A1;.40 \A1;.15 \A1;.15 \A1;.15 \A1;2.10 \A1;.40 \A1;.50 \A1;.50 \A1;.70 \A1;.10 \A1;.50 \A1;.60 \A1;.80 \A1;1.55 \A1;1.95 \A1;1.00 \A1;.80 \A1;.30 \A1;.40 \A1;.15 \A1;.15 \A1;.15 \A1;2.10 \A1;.40 \A1;.50 \A1;.50 \A1;.70 \A1;.10 \A1;.50 \A1;.60 \A1;.80 \A1;1.55 \A1;1.95 \A1;1.00 \A1;.80 \A1;.30 \A1;.50 \A1;.40 \A1;.15 \A1;.15 \A1;.15 \A1;2.10 \A1;.40 \A1;.50 \A1;.50 \A1;.70 \A1;.10 \A1;.25 \A1;.25 \A1;.25 \A1;.25 \A1;.60 \A1;2.20 \A1;.25 \A1;.12 \A1;.40 \A1;.12 \A1;.20 \A1;.12 \A1;3.38 \A1;2.00 \A1;.60 \A1;.60 \A1;.80 \A1;1.55 \A1;1.95 \A1;1.00 \A1;.80 \A1;.15 \A1;.50 \A1;.40 \A1;.15 \A1;.15 \A1;.15 \A1;2.10 \A1;.40 \A1;.50 \A1;1.05 \A1;.10 \A1;.40 \A1;.12 \A1;.15 \A1;.15 \A1;.15 \A1;.15 \A1;.50 \A1;.10 \A1;.80 \A1;.60 \A1;1.20 \A1;.60 \A1;.50 \A1;.50 \A1;.50 \A1;.50 \A1;.56 \A1;.56 \A1;.80 \A1;1.55 \A1;1.95 \A1;1.00 \A1;.80 \A1;.30 \A1;.40 \A1;.15 \A1;.15 \A1;.15 \A1;2.10 \A1;.15 \A1;.40 \A1;.50 \A1;.50 \A1;.70 \A1;.10 \A1;.50 \A1;.40 \A1;1.00 \A1;.80 \A1;1.55 \A1;1.95 \A1;.70 \A1;1.00 \A1;.80 \A1;.30 \A1;.40 \A1;.15 \A1;.15 \A1;.15 \A1;2.10 \A1;.15 \A1;.40 \A1;.50 \A1;.50 \A1;.10 \A1;.50 \A1;.40 \A1;2.00 \A1;.15 \A1;1.20 \A1;1.20 \A1;.25 \A1;.25 \A1;.100 \A1;.075 \A1;.250 \A1;.080 \A1;.05 \A1;.05 \A1;.05 \A1;.05 \A1;.05 \A1;.03 \A1;.06 \A1;.06 \A1;.06 \A1;.05 \A1;.03 \A1;.10 \A1;.10 \A1;.10 \A1;.10 \A1;.10 \A1;.07 \A1;.07 \A1;.10 \A1;.10 \A1;.10 \A1;.10 \A1;.10 \A1;.03 \A1;.080 \A1;.100 \A1;.075 \A1;.075 \A1;.100 \A1;.15 \A1;2.10 \A1;.10 \A1;.40 \A1;.20 \A1;2.60 \A1;.20 \A1;2.60 \A1;.20 \A1;2.60 \A1;.20 \A1;5.60 \A1;1.47 \A1;.95 \A1;.60 \A1;.10 \A1;.50 \A1;.04 \A1;1.55 \A1;2.60 \A1;.20 \A1;2.60 \A1;.20 \A1;2.60 \A1;.20 \A1;1.15 \A1;1.15 \A1;1.15 \A1;35° \A1;35° \A1;35° \A1;2.25 \A1;3.50 \A1;2.25 \A1;3.50 \A1;2.10 \A1;2.00 \A1;.080 \A1;.100 \A1;.075 \A1;.080 \A1;.100 \A1;.075 \A1;1.39 \A1;1.25 \A1;1.39 \A1;1.25 \A1;1.55 \A1;1.24 \A1;1.25 \A1;.94 \A1;1.41 \A1;.94 \A1;1.27 \A1;.80 \A1;.07 \A1;.94 \A1;.10 \A1;.77 \A1;.07 \A1;.03 \A1;1.21 \A1;.03 \A1;.07 \A1;1.41 \A1;.10 \A1;1.21 \A1;.10 \A1;1.41 \A1;1.41 \A1;.07 \A1;.03 \A1;1.21 \A1;.03 \A1;.07 \A1;1.41 \A1;.07 \A1;.03 \A1;.74 \A1;.03 \A1;.07 \A1;.15 \A1;.46 \A1;.10 \A1;.60 \A1;.10 \A1;1.83 \A1;.15 \A1;3.38 \A1;.15 \A1;.60 \A1;.10 \A1;1.00 \A1;.15 \A1;.30 \A1;.30 \A1;.30 \A1;.45 \A1;.15 \A1;1.57 \A1;1.57 \A1;.35 \A1;1.25 \A1;2.13 \A1;.70 \A1;.75 \A1;.25 \A1;.25 primer nivel POSTE EXISTENTE S UNIONES TIPICAS DE VIGAS CON COLUMNAS (ESQUINA) RESTO "S" DE COLUMNAS SEGUN CUADRO S .10 S DE COLUMNAS SEGUN CUADRO .05 .10 .10 .10 d 3/8" @ 0.10 UNIONES TIPICAS DE VIGAS CON COLUMNAS (INTERMEDIO) ESC. 1/25 .05 .10 DE COLUMNAS SEGUN CUADRO S/2 S/2 S .10 .10 .10 .10 DE COLUMNAS SEGUN CUADRO S S S S/2 S S/2 S DE COLUMNAS SEGUN CUADRO .05 .10 .10 .10 .10 .10 d 3/8" @ 0.10 0.40(TIP.) H/3 H/3 H/3 LONGITUD DE TRASLAPE Ø3/8" @ 0.15 VER LAM. E-02 S SEGUN CUADRO DE COLUMNAS .10 .10 .10 .10 .05 SEGUN CUADRO DE COLUMNAS S S .10 DE COLUMNAS SEGUN CUADRO .10 .05 .10 .10 d 3/8" @ 0.10 5 5 5 (x) (y) (z) DOBLADOS TIPICOS ESPESOR DE VIGA . e-0.05mt. LONGITUDES DE ANCLAJES 0.30 0.20 0.25 X 3/8" 5/8" 1/2" d X X 15 cm 3 cm 3/8" 1/4" 2 cm 10 cm a r d r a 45º 45º ó VIGA d DE COLUMNA ESPECIF. ESPECIF. 0.30 0.40 0.50 0.60 0.275 0.325 0.40 0.475 COLUMNAS VIGAS 3/8" 1/2" 5/8" 3/4" DIAMETRO EMPALME SIDERPERU-60 1/2" SIDERPERU-60 1/2" 2/3H 3/4" 1.00 \A1;X H/6 E M P A L M E V E R T I C A L X d 3/8" 1/2" 0.50 0.65 0.80 5/8" H/6 SALVO OTRA INDICACION SIENDO LA LONGITUD DE EMPALME IGUAL A 25cm PARA d3/8" Y 35cm PARA d1/2"Y d5/8" INFERIOR SE EMPALMARA SOBRE LOS APOYOS, 1. NO EMPALMAR MAS DEL 50% DEL AREA TOTAL 2. EN ALIGERADOS Y VIGAS CHATAS EL ACERO NOTAS. EN UNA MISMA SECCION ESC:1/20 0.25 0.2 DETALLE DE REFORZAMIENTO DE VANOS L =< 2.50 b c a L =< 2.50 0.20 V I G A 0.20 Junta de espesor 3/4" c b a V I G A 8mm 2 cm 10 cm 3/8" 3 cm 15 cm F PRINCIPAL ESPECIFICADO r a ESPECIFICADO 45° 45° d r a .15 .25 (PLANTA) d=4" d1/4" @ 0.30 (EN ESPÌRAL) VERTICAL DE TUBERIA PVC REFUERZO EN MURO CON CRUCE 0.15 SECCION b-b S Ø1/4" @ 0.20 2 Ø3/8" S Ø1/4" @ 0.20 2 Ø3/8" SECCION a-a 0.20 SECCION c-c S Ø1/4" @ 0.20 2 Ø3/8" 0.20 : F'c = 210 kg/ cm2 ZAPATAS , VIGA DE CIMENTACION. 1 to piso .... 1 = 0.19 (0.75 x 6) = 0.855 2 to piso .... 2 = 0.21 (0.75 x 6) = 0.945 JUNTA DE SEPARACION SISMICA. ... s > 1 ". PARAMETROS PARA DESPLAZAMIENTO LATERAL. SISTEMA DUAL SISTEMA ESTRUCTURAL. -Emplear electrodos debajo contenido de hidrogeno ( para bajas temperaturas) EJ. supercito E 7018. superiores en vigas que tienen con peralte mayor a 30 cm. + rec), caso contrario , se tomaran los valores inferiores. Los valores superiores se tomaran , cuando debajo de la barra , se coloque mas de 30 cm de concreto ( Ej. barras 111 144 66 86 55 72 44 58 33 Ld. LONG. MIN. EN CM. DE ANCLAJE DE BARRAS EN TRACCION (ld), EN COMPRES (ldb) Y DESARROLLO DE GANCHOS (lhb). : superior: 3.0 cm al estribo,inferior y laterales : 2.5 cm. mín. al estribo. : superior: 4.0 cm al estribo,inferior y laterales : 4.0 cm. mín. al estribo. caras mojadas, d <5/8" = 4.0 cm , d > 3/4" = 5.0 cm. caras en contacto con el terreno , caras expuestas a la interperie y : 7.5 cm s/ encof. - 5.0 cm C / encof. ,solado o sub zapata. 43 para empalmar barras de acero mediante soldadura se recomienda: COEFICIENTE DE REDUCCION DE FUERZA SISMICA : (R) = 7 C( eDIFICACIONES COMUNES ) .. fACTOR (U) = 1.00 CATEGORIA DE EDIFICACION: FACTOR DE AMPLIFICACION SISMICA. ..c < 2.50 EXTRACTOS DE GRAN ESPESOR .....Tp = 0.90, S=1.40. SUELOS FLEXIBLES O CON. PARAMETROS DEL SUELO. ZANIFICACION: ZONA 3 ... FACTOR DE ZONA (g) = 0.40. DESCRIPCION DE NORMAS E - 30 : DISEÑO SISMO RESISTENTE. - Precalentar las varillas de acero , antes de soldar, A 1000 c. aprox. -Los electrodos deberan estar completamente secos. Nº 8 (1 " ). Nº 6 (3/4 " ). Nº 5 (5/8 " ). Nº 4 (1/2 " ). Nº 3 (3/8 " ). Fy = 4.200 kg/cm2. LONGITUDES DE ANCLAJE Y TRASLAPES. LOSAS Y ALIGERADOS. VIGAS CHATAS. VIGAS PERALTADAS. VIGAS DE CIMENTACION. RECUBRIMIENTOS. VIGAS Y TECHO ALIGERADO. COLUMNAS, PLACAS Y T.E. COLUMNAS. MUROS. ZAPATAS. 212 158 73 95 61 79 48 63 36 61 46 38 31 23 63 47 39 32 24 47 Lhb. Ldh. Ld. Fy = 175 kg/cm2. : 2.0 cm superior e inferior. : caras secas interiores 5.0 cm. : 5 cm. ALd , 4.0 cm al estribo. : 4.0 cm . mín. al estribo. : F'c = 210 kg/ cm2 : F'c = 210 kg/ cm2 56 42 35 28 21 58 43 36 29 22 Lhb. Ld b. Fy = 210 kg/cm2. ESPECIFICACIONES TECNICAS : concreto ciclopeo C: H ,1 :8 + 25% P.M. : concreto ciclopeo C: H 1 :10 + 30% P.G (tam. max.8"\M+3A1A4) Mortero tipo PI (c=a 1 :4) ladrillo de arcilla ( bloque). Fy. (acero) = 4.200 kg/cm2. Tt = 0.80 kg/cm2 - Proy. de cimentacion (Df) = -1.00 s/cargas:1er y 2do nivel 200kg/m2 , 3er NIVEl=150 kg/ m2 ALBAÑILERIA. CONCRETO ARMADO. DISEÑO SISMO RESISTENTE. SUELOS Y CIMENTACIONES NORMAS VIGENTES. SOBRECIMIENTO ARMADO, CIST. CIMIENTOS CORRIDOS. SOBRE CIMIENTOS. RESISTENCIA DEL CONCRETO. VIDRIOS. CARGAS SOLADOS. : E. 110 : E. 070 : E. 060 : E. 030 : E. 050 : E. 020 : concreto simple C: H ,1 :12 : F'c = 175 kg/ cm2 F'n (Albañileria) = 45 kg/cm2 5 Y Y X n 5 n 5 X LOSA DE TAPA d3/8"@.20 5 5 5 N.P.T±0.00 5 5 5 5 5 1d3/8"@.20 5 1d3/8"@.20 5 5 SOLADO 5 1d3/8"@.20 SECCION a-a 5 5 5 PROYECCION DE MURO CISTERNA d3/8"@.20 5 a 5 5 a d3/8"@.20 5 5 5 5 LOSA DE FONDO (CISTERNA) 5 ESC:1/20 5 2d3/8" d1/4"@0.20 Y-Y X-X ESC:1/20 d1/4"@0.20 4d3/8" 5 5 V I G A L </= 3.5 m DETALLE CONFINAMIENTO MUROS L L </= 3.5 m V I G A COLUMNA CONFINAMIENTO 2Ø1/4"@ 3 hiladas 0.02-0.01 REFUERZO EN MURO 0.05 0.05 2Ø1/4"@ 3 hiladas ESC:1/20 d3/8" C1 6d1/2" R@.20 5 5 ESC:1/25 ESC:1/25 ESC:1/25 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 9 8 7 6 5 4 3 2 1 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 9 8 7 6 5 4 3 2 1 5 5 5 5 5 5 5 5 5 5 5 5 A B C D 5 5 5 5 5 5 5 5 A C D 40-250-255----0.2 140----0.3 21----0.4 221----0.5 230-180----0.6 50-62----0.9 60-122----1.00 150-----1.5 30----2.00 110----2.5 135-247-111----0.00 ESCALA 1/50 FORMATO DE LAMINA A1 253---- 0.1 200---- 0.15 N.T.N -0.95 NDF -1.95 NFZ-1.55 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 1fªØ5/8"@.20 1fªØ5/8"@.20 1fªØ5/8"@.20 1fªØ5/8"@.20 1fªØ5/8"@.20 1fªØ5/8"@.20 1fªØ5/8"@.20 1fªØ5/8"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ1/2"@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 N.P.T ±0.00 N.V.T -0.15 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 3fªØ5/8" 3fªØ1/2" SECCION a-a ESC:1/20 VC-100(25X50) VC-100(25X50) VC-100(25X50) VC-100(25X50) VC-100(25X50) VC-100(25X50) VC-100(25X50) VC-100(25X50) VC-100(25X50) VC-100(25X50) VC-100(25X50) VC-100(25X50) VC-100(25X50) a a a a a a a a a a a a a a a a N.T.N -0.95 NDF -1.95 NFZ-1.55 N.P.T ±0.00 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 3fªØ5/8" 3fªØ1/2" SECCION c-c ESC:1/20 VC-100(25X50) c c j j d d N.T.N -0.95 NDF -1.95 NFZ-1.55 N.P.T ±0.00 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1fªØ1/2"@.20 malla ver. 1fªØ1/2"@.20 malla hor. 3fªØ5/8" 3fªØ1/2" SECCION d-d ESC:1/20 VC-100(25X50) SUB-ZAPATA N.T.N -0.95 NDF -1.95 NFZ-1.55 N.P.T ±0.00 N.V.T -0.15 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 ESC:1/20 VC-101(15X50) 2fªØ1/2" 2fªØ1/2" 2fªØ1/2" e e e e N.T.N -0.95 NDF -1.95 NFZ-1.55 N.P.T ±0.00 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 SECCION e-e ESC:1/20 VC-101(15X50) 2fªØ1/2" 2fªØ1/2" 2fªØ1/2" N.T.N -0.95 NDF -1.95 NFZ-1.55 N.P.T ±0.00 N.J -0.15 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 SECCION f-f ESC:1/20 VC-101(15X50) 2fªØ1/2" 2fªØ1/2" 2fªØ1/2" N.P.T ±0.00 f f f f f f f f f f g g g g g g f f g g g g N.T.N -0.95 NFZ-1.55 N.P.T ±0.00 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 VC-101(15X50) 2fªØ1/2" 2fªØ1/2" 2fªØ1/2" SECCION g-g ESC:1/20 h h h h h h VC-101(15X50) VC-101(15X50) VC-101(15X50) VC-101(15X50) VC-101(15X50) VC-101(15X50) VC-101(15X50) VC-101(15X50) VC-101(15X50) VC-101(15X50) -1.00 -1.00 DF 2.00x2.00 0.70x1.40 0.50 0.50 0.50 b x t h d CUADRO DE ZAPATAS Z1 Z3 Z2 TIPO d 1/2", @ .20, MALLA H. d 1/2", @ .20, MALLA V. 2.00x1.00 -1.00 d 1/2", @ .20, MALLA H. d 1/2", @ .20, MALLA V. d 1/2", @ .20, MALLA H. d 1/2", @ .20, MALLA V. 0.50 Z4 -1.00 d 1/2", @ .20, MALLA H. d 1/2", @ .20, MALLA V. Z1 Z2 Z2 Z2 Z2 Z2 Z2 Z3 Z3 Z3 Z4 2.20x2.20 Z2 Z5 0.50 Z5 d 1/2", @ .20, MALLA H. d 1/2", @ .20, MALLA V. 1.40x1.40 Z5 Z6 0.50 Z6 d 1/2", @ .20, MALLA H. d 1/2", @ .20, MALLA V. 1.20x2.40 ESC:1/20 C2 4d5/8"+2d1/2" 5 5 C3 6d5/8" 5 5 C1 C1 C2 C2 C2 C3 C3 C3 C3 C2 C2 C2 C2 C2 C2 h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. h=0.50mt. 5 5 Z7 0.50 Z7 d 3/8", @ .20, MALLA H. d 3/8", @ .20, MALLA V. 0.60x2.20 -1.00 -1.00 -1.00 b x t ESTRIBOS d C2 C1 TIPO 1,2,3 NIVEL CUADRO DE COLUMNAS d3/8",2@.05,3@.10,5@.15,R@.20 d3/8",2@.05,3@.10,5@.15,R@.20 0.25x0.25 1,2,3 C3 d3/8",2@.05,3@.10,5@.15,R@.20 C4 1 4d3/8" 2@.05,R@.20 d1/4", C4 1,2,3 azotea azotea 0.25x0.25 0.25x0.25 6d1/2" 4d5/8" 2d1/2" 6d5/8" 0.12x0.25 C5 C4 C4 C4 C5 C5 1 6d3/8" 2@.05,R@.20 d1/4", 0.12x0.40 C6 C6 C6 1 0.15x0.20 2@.05,R@.20 d1/4", 4d3/8" 5 5 4d3/8" 2@.05,R@.20 d1/4", C4 5 5 2@.05,R@.20 d1/4", 6d3/8" 5 5 4d3/8" 2@.05,R@.20 d1/4", C6 C5 5 5 5 5 ESC:1/20 ESC:1/20 ESC:1/20 ESC:1/20 EN COLUMNA Y VIGA DETALLE DOBLADO ESTRIBO i i i i i i i i N.T.N -0.95 NDF -1.95 NFZ-1.55 N.P.T ±0.00 N.J -0.15 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 SECCION i-i ESC:1/20 5 5 5 5 5 5 5 2@.05,R@.20 d1/4", 6d3/8" ESC:1/20 Cne7 Cne8 P1 P2 1fªØ3/8"@.20 1fªØ3/8"@.20 Z8 5 5 5 5 Z9 0.50 Z8 d 3/8", @ .20, MALLA H. d 3/8", @ .20, MALLA V. 0.60x1.20 -1.00 0.50 Z9 d 3/8", @ .20, MALLA H. d 3/8", @ .20, MALLA V. 0.60x.80 -1.00 5 5 Z10 0.50 Z10 d 3/8", @ .20, MALLA H. d 3/8", @ .20, MALLA V. 0.50x.50 -1.00 1fªØ3/8"@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 5 5 CIMENTACION DE ESCALERA 5 5 X X X X X X d3/8"@.20 Y Y d3/8",2@.05,3@.10,R@.20 d3/8",2@.05,3@.10,R@.20 d3/8",2@.05,3@.10,R@.20 d3/8",2@.05,6@.10,R@.20 d3/8",2@.05,6@.10,R@.20 d3/8",2@.05,6@.10,R@.20 d3/8",2@.05,6@.10,R@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 N.T.N -0.95 NDF -1.95 NFZ-1.55 N.P.T ±0.00 N.V.T -0.15 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1fªØ1/2"@.20 malla ver. 1fªØ1/2"@.20 malla hor. 3fªØ5/8" 3fªØ1/2" ESC:1/20 VC-100(25X50) SUB-ZAPATA 5 d3/8",2@.05,3@.10,R@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 b b b b b b b b b b b b b b b b SECCION b-b j j c c c c c c d d N.T.N -0.95 NDF -1.95 NFZ-1.55 N.P.T ±0.00 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1fªØ1/2"@.20 malla ver. 1fªØ1/2"@.20 malla hor. 3fªØ5/8" 3fªØ1/2" SECCION j-j ESC:1/20 VC-100(25X50) SUB-ZAPATA 5 d3/8",2@.05,3@.10,R@.20 1fªØ3/8"@.20 1fªØ3/8"@.20 SECCION h-h 5@.15, 3@.10, 2@.05, d3/8" R@.20 5@.15, 3@.10, 2@.05, d3/8" R@.20 5@.15, 3@.10, 2@.05, 5 5 60% TIERRA AGRICOLA 40% ARENILLA 60% TIERRA AGRICOLA 40% ARENILLA 60% TIERRA AGRICOLA 40% ARENILLA 60% TIERRA AGRICOLA 40% ARENILLA 60% TIERRA AGRICOLA 40% ARENILLA 60% TIERRA AGRICOLA 40% ARENILLA 60% TIERRA AGRICOLA 40% ARENILLA 60% TIERRA AGRICOLA 40% ARENILLA 60% TIERRA AGRICOLA 40% ARENILLA 0.25X0.25 5 5 5 5 5 5 5 1fªd1/2" 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 PROY. VIGA DIAGONAL DETALLE A ESTRUCTURA DE PASO ESC:1/25 ESC:1/25 DETALLE A 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 3fªd1/2" 2fªd1/2" 2fªd1/2" 3fªd1/2" 2fªd1/2" 2fªd1/2" 3fªd1/2" 2fªd1/2" 2fªd1/2" 3fªd1/2" 2fªd1/2" 2fªd1/2" SOLADO 5 5 5 3fªd1/2" 2fªd1/2" 2fªd1/2" 3fªd1/2" 2fªd1/2" 2fªd1/2" 2fªd1/2" 3fªd1/2" 2fªd1/2" 5 5 5 3fªd1/2" 2fªd1/2" 2fªd1/2" 3fªd1/2" 2fªd1/2" 2fªd1/2" 2fªd1/2" 3fªd1/2" 2fªd1/2" 5 5 5 5 1ª TRAMO 2ª TRAMO 3ª TRAMO N.P.T±0.00 N.T.N -0.95 NDF -1.55 5 60% TIERRA AGRICOLA 40% ARENILLA ESTR. 1@.05, 8@..10 RS. @.20 ESTR. 1@.05, 8@..10 RS. @.20 ESTR. 1@.05, 8@..10 RS. @.20 VIGA SECCION 1-1 VIGA SECCION 1-1 VIGA SECCION 1-1 0.25X0.25 VIGA DIAGONAL 0.25X0.25 VIGA DIAGONAL 0.25X0.25 VIGA DIAGONAL 3fªd1/2" 2fªd1/2" 2fªd1/2" 3fªd1/2" 2fªd1/2" 2fªd1/2" ESTRUCTURA DE ESCALERA ESC:1/25 ANCLAJE DE ACERO 1fªd1/2" 1fªd3/8@.20" 1fªd3/8@.20" 1fªd1/2" DE ARMADURAS 5 5 Escala: 1/50 CIMENTACION CON VIGA DIAGONAL DOBLADO DE ESTRIBO CAJA DE MOTOR ESC:1/25 LOSA FONDO 5 5 5 CISTERNA CAJA DE MOTORES 1Fªd3/8"@.25 d3/8"@.25 d3/8"@.20 1Fªd3/8"@.30 d3/8"@.30 5 5 CAJA DE MOTOR LOSA TAPA 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 b b SECCION b-b ESC:1/25 Cne7 P1 1fªØ3/8"@.20 1fªØ3/8"@.20 ESC:1/20 Cne8 5 5 2@.05,R@.20 d1/4", 6d3/8" ESC:1/20 5 5 5 5 5 5 5 5 5 4d3/8" 2@.05,R@.20 d1/4", C9 ESC:1/20 C9 C9 VIGA DIAGONAL ARRANQUE

Language	Spanish
Drawing Type	Block
Category	Construction Details & Systems
Additional Screenshots
File Type	dwg
Materials	Concrete, Glass, Masonry, Steel, Other
Measurement Units
Footprint Area
Building Features
Tags	autocad, base, block, DWG, FOUNDATION, foundation plan, foundations, fundament, map, plane