Classrom Structures DWG Block for AutoCAD

Classrom Structures DWG Block for AutoCAD

CLASSROOM STRUCTURES

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

main steel, according to design, hollow brick, distribution steel, typical lightened detail, reinforcement – column with beam and lightened, beam, section a – a, section b – b, simple concrete :, coatings:, standards:, reinforced concrete: , overload:, zone factor:, use factor:, soil factor:, seismic reduction factor:, seismic amplification factor :, structural system in both directions :, dual, maximum displacement, last level, maximum relative displacement :, of the terrain:, period that defines the platform of the soil spectrum tp :, reinforcing steel :, creep effort, use for the cement foundation type i, masonry :, shoe frame, typical shoe plant, foundations, coverage of calamine, wooden truss, detail of mooring column, with confined brick wall, wall, elevation, screed, sobrecimiento, foundation, specified dimension, detail zapata – foundation beam, according to design, variable, details of footings ti spades, details of tijerales, r .n. of buildings, norms: basic norm of design earthquake resistant, method of preservation: brush or aspersion, type of preservative: pentachlorofenol or similar, technical specifications, effort of design of the wood, all the elements of wood exposed, shall be, be polished and finished with transparent varnish, the indicated dimensions will be the final ones., the wood to work should be completely dry, bxt, detail, table of columns and cutting walls, section e – e, section x – x, section and – and, tympanum of concrete, v – b, overlaps and splices, will not be allowed, stirrups, rmax, same section, reinforcement in one, no more splices, central third, will be located in the, the l joints, the column or support, beam a each side of, of light of the slab or, splices of the reinforcement, columns, slabs and beams, colum, beams, slabs, mooring beam, reinforced brick wall, brick wall, running foundation, abutment, system, section, reinforcement, ramp , wall of contention, retaining wall n, lightened, according to design, detail of footings – central, according to design, affirmed, detail of footings – corners, false floor, floor, elevation, cut rr, cut ss, sum, section c – c, section f – f, section d – d, section e – e

Raw text data extracted from CAD file:

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COLUMNA CON VIGA Y ALIGERADO 0.60 0.20 5 A 0.10 0.05 0.05 5 A 0.10 CASO 1 CASO 2 VIGA 5 A 0.10 0.05 0.20 0.20 5 A 0.10 ESCALA: 1/50 D A B C E 1 3 E 2 5 5 5 5 5 5 5 5 5 VS-1(.25 x .35 ) VS-1(.25 x .35 ) VS-1(.25 x .35 ) VS-1(.25 x .35 ) VS-2(.25 x .35 ) VS-2(.25 x .35 ) VS-2(.25 x .35 ) VS-2(.25 x .35 ) VA -3(.25X.30) VA -3(.25X.30) VA -2(.25X.30) VA -2(.25X.30) VA -3 VA -2 VA -1(.25X.30) VA -1(.25X.30) 5 5 TECHO LIVIANO SEGUNDO PISO S/C = 50 Kg / m2 V-B (.20X.10) VS-2(.25 x .35 ) VS-1(.25 x .35 ) VS-1(.25 x .35 ) 1 d 1/2" 5 5 5 1 d 1/2" 1 d 1/2" 1 d 1/2" VS-2(.25 x .35 ) VS-1(.25 x .35 ) VS-1(.25 x .35 ) 5 5 5 VS-1(.25 x .35 ) 5 5 D A B C E 1 3 E 2 5 5 5 5 5 5 5 5 5 5 5 5 d 1/2" @ 0.15 Z-6 C3 C3 C3 C3 C3 C3 C3 C3 C3 C3 C3 C3 C3 C3 C3 C3 JUNTA DILATACIÓN 1" C1 C1 C1 C1 C1 C1 C1 C1 C1 C1 C2 C2 C2 AULA 2 N.F.P.-2.55 AULA 1 N.F.P.-2.55 Z-1 Z-1 Z-2 Z-2 Z-2 Z-3 Z-3 Z-3 Z-3 Z-4 Z-5 Z-4 d1/2" @ 0.15 d1/2" @ 0.15 d1/2" @ 0.15 d1/2" @ 0.15 d1/2" @ 0.15 d1/2" @ 0.15 d 1/2" @ 0.15 d 1/2" @ 0.15 d 1/2" @ 0.15 d 1/2" @ 0.15 d 1/2" @ 0.15 d 1/2" @ 0.15 d 1/2" @ 0.15 d 5/8" @ 0.175 d 1/2" @ 0.15 d 5/8" @ 0.175 d 5/8" @ 0.175 d 5/8" @ 0.175 d 5/8" @ 0.175 d 1/2" @ 0.15 d 1/2" @ 0.15 d 1/2" @ 0.15 d 1/2" @ 0.15 2 2 2 2 2 2 2 2 1 1 1 1 A A A A A A A A B B B B B B B B CORTE 1 - 1 0.10 0.60 3 Ø 5/8". 4 Ø 3/4" d3/8":1@0.05, 6@0.10 Rto.0.25 C/U 5 5 4 Ø 3/8". CORTE 2 - 2 0.10 0.60 3 Ø 5/8". 3 Ø 3/4" 5 5 4 Ø 3/8". d3/8":1@0.05, 6@0.10 Rto.0.25 C/U 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 C C C C E` E` F G H 5 5 5 5 5 F F C2 d 1/2" @ 0.175 d 1/2" @ 0.15 d1/2" @ 0.15 d 1/2" @ 0.15 1 1 SECCION A - A 5 5 5 N.T.N. - 2.75 N.P.T. - 2.50 SECCION B - B NFC= - 4.05 3Ø5/8" 5 2Ø1/2" 3Ø1/2" Ø 3/8" @ 0.30 5 5 5 5 5 5 5 5 N.T.N. - 2.75 N.P.T. - 2.50 5 Ø 3/8" @ 0.30 2Ø5/8"+1Ø 1/2" 3 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 5 2 Ø 3/8" \LESPECIFICACIONES\l \LTECNICAS CONCRETO SIMPLE: RECUBRIMIENTOS: NORMAS : VIGAS DE CIMENTACIÓN : 5.00 cm. E - 060 E - 050 E - 030 CONCRETO ARMADO: LOSA, COLUMNAS, MUROS DE CORTE, VIGAS : f'c = 210 kg/cm² 2do. NIVEL : 50 kg/m² 1er. NIVEL : 250 kg/m² SOBRECARGA : PARAMETROS SISMICOS (NORMA E-0.30-2003): FACTOR DE ZONA: Z : 0.4 g FACTOR DE USO: U : 1.5 FACTOR DE SUELO : S : 1.4 FACTOR DE REDUCCION DE FZA SISMICA: R : 7.00 FACTOR DE AMPLIFICACION SISMICA: C : 2.5 SISTEMA ESTRUCTURAL EN AMBAS DIRECCIONES: DUAL MAXIMO DESPLAZAMIENTO ULTIMO NIVEL MAXIMO DESPLAZAMIENTO RELATIVO : DEL TERRENO : CAPACIDAD PORTANTE : 0.76 kg/cm² PROFUNDIDAD DE CIMENTACION : 1.20 mts. PERIODO QUE DEFINE LA PLATAFORMA DEL ESPECTRO DEL SUELO Tp: Tp : 0.9 FALSO PISO (e=4") : f'c = 120 kg/cm² ( C : H) ACERO DE REFUERZO: : fy = 4200 kg/cm² ESFUERZO DE FLUENCIA COLUMNAS Y VIGAS PERALTADAS : 3.5 cm. VIGAS CHATAS, LOSAS : 2.0 cm. MUROS : 2.5 cm. UTILIZAR PARA LA CIMENTACION CEMENTO TIPO I ALBAÑILERIA: f'm (mínimo) : 65 kg/cm² 3.13cms. 1.87 cms. JUNTA SISMICA ENTRE AULAS Y DIRECCION: 2.0 " SOBRECIMIENTOS ARMADOS : f'c = 210 kg/cm² ZAPATAS Y VIGAS DE CONEXIÒN : f'c = 210 kg/cm² ZAPATAS : 7.5 cm. SUB ZAPATA : f'c = 100 kg/cm² ( C : H)+30%P.G. \LDETALLES DE ZAPATAS CORRIDAS Esc: 1/25 Esc: 1/25 2.10X2.00 Z - 3 Z - 2 CUADRO DE ZAPATAS 1.90X1.90 Z - 4 Z - 1 2.10X1.50 d 1/2"@ .15 2.00 X1.40 d 1/2"@ .15 d 1/2"@ .15 H=0.50 M 1.80X1.80 Z - 5 d 1/2"@ .15 2.00X2.00 Z - 6 d 1/2"@ .15 H=0.50 M H=0.50 M H=0.50 M H=0.50 M H=0.50 M PLANTA TIPICA DE ZAPATA L 0.075 0.075 B 0.075 1 d1/2" @ 0.15 1 d1/2" @ 0.15 1@.05, 4@.10,3@.15, rto. @.20 3/8" Ø 1@.05, 4@.10,3@.15, rto. @.20 3/8" Ø d 5/8"@ .175 f'c = 210 Kg/cm2 f'c = 210 Kg/cm2 CIMENTACION ESC. 1/50 PL-1 PL-1 PL-1 PL-1 PL-2 PL-2 C1 C1 C1 C2 C1 C1 C1 5 G 5 5 5 F VA -1(.25X.30) V-B (.20X.10) VP -103 VP-103(.25X.55) VA -3(.25X.30) VA -3(.25X.30) VA -3 VA -3(.25X.30) VA -3(.25X.30) VA -3 5 G 5 5 F 5 COBERTURA DE CALAMINA NT + 3.70 5 5 5 5 5 5 5 5 5 5 5 5 5 5 2 2 5 5 5 5 5 5 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 1 1 1 TIJERAL DE MADERA TJ-01 SECCION 1-1 Esc: 1/5 SECCION 2-2 Esc: 1/5 DETALLE DE COLUMNA DE AMARRE CON MURO LADRILLO CONFINADO MURO ELEVACION .20 .30 .30 SOLADO d1\2" @ 0.12 MURO SOBRECIMIENTO CIMIENTO CIMIENTO SOBRECIMIENTO DIMENSION ESPECIFICADA .05 .05 DETALLE ZAPATA - VIGA DE CIMENTACION ESC. : 1/25 N.T.N= -2.75 N.P.T= -2.50 N.F.C= -4.05 Segun Diseño 1 d 3/8" : 1 @ 0.05, 5 @ 0.10, 5 @ 0.15 rest.0.25 c/u Segun Diseño 5 5 5 5 5 VARIABLE 2 d 3/8" 2 d 3/8" DETALLES DE ZAPATAS TIPICAS VER DETALLE N°02 VER DETALLE N°01 VER DETALLE N°03 VER DETALLE N°04 DETALLES DE TIJERALES M FLEXION = 100 Kg/cm2 A ESFURZO PROMEDIO = 15 Kg/cm2 R ESFUERZO MINIMO = 15 Kg/cm2 E CORTE = 8 Kg/cm2 D COMPRESION PERPENDICULAR = 15 Kg/cm2 A COMPRESION PARALELA = 80 Kg/cm2 VIGAS DE AMARRE : 2.50cm SOBRECARGA: 50 Kg/m2 DEL R .N. DE EDIFICACIONES NORMAS : NORMA BASICA DE DISEÑO SISMO RESISTENTE METODO DE PRESERVACIÓN: BROCHA ó ASPERSIÓN TIPO DE PRESERVANTE: PENTACLORUFENOL ó SIMILAR GRUPO ESTRUCTURAL : " C " (TORNILLO ó SIMILAR) ESPECIFICACIONES TECNICAS ESFUERZO DE DISEÑO DE LA MADERA TODOS LOS ELEMENTOS DE MADERA EXPUESTOS , DEBERAN SER PULIDOS Y ACABADOS CON BARNIZ TRANSPARENTE LAS DIMENSIONES INDICADAS SERAN LAS FINALES. LA MADERA A TRABAJAR DEBERA ESTAR COMPLETAMENTE SECA G 5 ESCALA: 1/25 ESCALA: 1/10 6" 1.5" 1.5" 1.5" 1.5" 6" ESC: 1/10 DETALLE N°1 ESC: 1/10 DETALLE N°2 ESC: 1/10 DETALLE N°3 ESC: 1/10 DETALLE N°4 6" x 1.5" CLAVOS DE 6" 6" x 1.5" CLAVOS DE 6" 1.5" x 6" 6" x 1.5" 6" x 1.5" CLAVOS DE 6" 1.5" x 6" 1.5" x 6" 1.5" x 6" CLAVOS DE 6" 5 ESCALA: 1/25 5 H 5 5 VA -1(.25X.30) VA -1(.25X.30) VIGA VS-2(0.25x0.35) E 5 5 5 E E 5 5 5 1 d 5/8" +1 d 1/2" E s d 3/8" 1@0.05, 6@0.125, Rto@0.175 c/extremo VIGA VS-1(0.25x0.35) E 5 VS - 1 5 5 5 5 E E 5 5 5 5 5 E VIGA VA-2(0.25x0.30) X 5 5 5 5 5 2 d 5/8" 2 d 5/8" 1 d 5/8" Y 2 d 5/8" VIGA VP-101(0.25x0.55) X 5 5 5 5 5 5 VIGA VA-1(0.25x0.30) E s d 3/8" 1@0.05, 5@0.125, Rto@0.15 c/extremo 5 5 5 b x t s A Detalle PL - 2 C - 2 CUADRO DE COLUMNAS Y MUROS DE CORTE C - 1 .25 x .40 4 d 3/4" + 4 d 5/8" d3/8" 1@.05, 6@.10,5@.15, RESTO@.25 .25 x .30 6 d 5/8" d3/8" 1@.05, 5@.10,6@.15, RESTO@.25 5 5 5 5 5 5 5 5 5 5 5 5 PL - 1 .80 x .15 1.10 x .15 4 d 1/2 C -1 C -1 6 d 5/8" 4 d 3/4" VS - 1 VS - 1 VS - 1 VS - 1 VS - 1 s d 3/8" 1@0.05, 6@0.125, Rto@0.175 c/extremo s d 3/8" 1@0.05, 6@0.125, Rto@0.175 c/extremo s d 3/8" 1@0.05, 6@0.125, Rto@0.175 c/extremo s d 3/8" 1@0.05, 6@0.125, Rto@0.175 c/extremo s d 3/8" 1@0.05, 6@0.125, Rto@0.175 c/extremo seccion E - E 1 d 5/8" 1 d 5/8" 1 d 5/8" 1 d 5/8" VS - 2 VS - 2 VS - 2 VS - 2 VS - 2 E s d 3/8" 1@0.05, 6@0.125, Rto@0.175 c/extremo s d 3/8" 1@0.05, 6@0.125, Rto@0.175 c/extremo s d 3/8" 1@0.05, 6@0.125, Rto@0.175 c/extremo s d 3/8" 1@0.05, 6@0.125, Rto@0.175 c/extremo s d 3/8" 1@0.05, 6@0.125, Rto@0.175 c/extremo seccion E - E 1 d 5/8" 1 d 5/8" 1 d 5/8" 1 d 5/8" VA - 1 2 d 5/8" 2 d 5/8" 5 5 5 5 s d 3/8" 1@0.05, 5@0.125, Rto@0.15 5 seccion E - E 2 d 5/8" 2 d 5/8" 2 d 5/8" 2 d 5/8" VA - 2 VA - 2 s d 3/8" 1@0.05, 5@0.125, Rto@0.15 c/extremo s d 3/8" 1@0.05, 5@0.125, Rto@0.15 c/extremo s d 3/8" 1@0.05, 5@0.125, Rto@0.15 5 5 5 5 5 5 2 d 5/8" 2 d 5/8" 2 d 5/8" 2 d 5/8" 5 2 d 5/8" 2 d 5/8" seccion E - E 2 d 5/8" 2 d 5/8" seccion X - X 4 d 5/8" 2 d 5/8" E VIGA VA-3(0.25x0.30) X 5 5 5 5 5 VA - 3 VA - 3 s d 3/8" 1@0.05, 5@0.125, Rto@0.15 c/extremo s d 3/8" 1@0.05, 5@0.125, Rto@0.15 c/extremo s d 3/8" 1@0.05, 5@0.125, Rto@0.15 5 2 d 5/8" 2 d 5/8" 2 d 5/8" 2 d 5/8" 5 2 d 5/8" 2 d 5/8" seccion E - E 2 d 5/8" 2 d 5/8" seccion X - X 3 d 5/8" 2 d 5/8" 1 d 5/8" 2 d 5/8" 5 5 s d 3/8" 1@0.05, 9@0.125, Rto@0.25 c/extremo seccion E - E 2 d 5/8" 4 d 5/8" seccion Y - Y E 2 d 5/8" 3 d 5/8" 2 d 5/8" 3 d 5/8" VP - 101 2 d 5/8" 2 d 5/8" 2 d 1/2" Y 2 d 5/8" VIGA VP-102(0.25x0.55) X 5 5 5 5 5 5 5 5 s d 3/8" 1@0.05, 9@0.125, Rto@0.25 c/extremo seccion E - E 2 d 5/8" 4 d 5/8" E 2 d 5/8" 2 d 5/8" VP - 102 seccion X - X 2 d 5/8" 5 d 5/8" seccion X - X 2 d 5/8" 4 d 5/8" seccion Y - Y 2 d 5/8" 2 d 5/8" 2 d 1/2" 2 d 3/8"@ .20 4 d 1/2 C - 3 .20 x .15 4 d 3/8" d1/4" 1@.05, RESTO@.25 5 5 4 d 3/8" 4 d 1/2 2 d 3/8"@ .15 4 d 5/8" 2 d 3/8"@ .20 2 d 3/8"@ .25 V : 2 d 3/8"@ .15 H : 2 d 3/8"@ .20 V : 2 d 3/8"@ .20 H : 2 d 3/8"@ .25 4 d 1/2 4 d 1/2 d3/8" 1@.05, 6@.10,5@.15, RESTO@.25 d3/8" 1@.05, 6@.10,5@.15, RESTO@.25 CORREAS DE MADERA 2" X 3" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" 1 d 5/8" +1 d 1/2" TIMPANO DE CONCRETO V - B 2 d 3/8" s d 1/4" 1@0.05, Rto@0.25 TRASLAPES Y EMPALMES NO SE PERMITIRAN ESTRIBOS 2.0 cm 1.5 cm Rmax 15 cm 10 cm L L L 3/8" 1/4" Ø L L MISMA SECCION ARMADURA EN UNA DEL 50% DE LA NO SE EMPALMARAN MAS TERCIO CENTRAL SE UBICARAN EN EL LOS EMPALMES L LA COLUMNA O APOYO VIGA A CADA LADO DE DE LUZ DE LA LOSA O UNA LONGITUD DE 1/4 SUPERIOR (NEGATIVO) EN EMPALMES DEL REFUERZO COLUMNAS LOSAS Y VIGAS L COLUM 90 70 120 60 1" 3/4" 50 - 40 60 30 50 40 30 5/8" 1/2" 3/8" 8 mm 6 mm (cm) (cm) VIGAS LOSAS d TIMPANO DE CONCRETO SOLADO VIGA AMARRE SOBRECIMIENTO (VER CORTES) CIMIENTO MURO LADRILLO ARMADO ESC. 1/20 C-1 0.80 0.20 0.35 0.20 0.20 0.225 0.25 0.25 0.225 5 2 d 1/4" @3 HILADAS MURO CON LADRILLO VARIABLE BARANDA TUBO DE FIERRO 3" Ø 3/8" @ 0.30 Ø 3/8" @ 0.30 C4 C4 C4 C5 C5 SOBRECIMIENTO VR VR VR VR VR VR VR VR VR VR VR VR VR VR VR VR VR VR VT VT VT VT VT VT C4 C4 C4 C4 C5 C5 C5 C5 C5 C5 R R CIMIENTO CORRIDO NPT. + 0.00 NPT. - 2.50 ESTRIBO COLUMNAS SISTEMA 0.13x0.20 C4 4 Ø 1/2" C5 SECCION REFUERZO VR 0.15x0.15 2 Ø 3/8" VIGAS 3/8":1@ .05, 4@.10, Resto @0.25 1/4":1@ .05, 8@.10, Resto Ø @0.20 0.15x0.20 4 Ø 3/8" VT 3/8":1@ .05, R@.15, 5 5 C4 C4 C4 C4 5 5 5 5 0.13x0.20 4 Ø 3/8" 5 5 1/4":@.20. 5 5 5 Ø 3/8" @ 0.20 VR VR 5 5 5 5 5 5 5 5 5 TJ-01 TIJERAL TJ-O1 R R RAMPA RAMPA RAMPA RAMPA RAMPA RAMPA VT MURO DE CONTECIÓN MURO DE CONTENCIÓN VP-103 ALIGERADO VP-103 MURO DE CONTECIÓN VT Ø 3/8" @ 0.20 Ø 3/8"@.20 JUNTA DILATACIÓN 1" JUNTA DILATACIÓN 1" JUNTA DILATACIÓN 1" JUNTA DILATACIÓN 1" JUNTA DILATACIÓN 1" JUNTA DILATACIÓN 1" JUNTA DILATACIÓN 1" JUNTA DILATACIÓN 1" JUNTA DILATACIÓN 1" JUNTA DILATACIÓN 1" JUNTA DILATACIÓN 1" JUNTA DILATACIÓN 1" JUNTA SISMICA 2" 2 Ø 3/8" NFC= - 4.05 C1 C1 Z-1 Z-3 d 1/2" @ 0.15 d 5/8" @ 0.175 d 1/2" @ 0.15 5 5 PL-1 PL-1 d1/2" @ 0.15 5 5 d 1/2"@ .15 d 5/8"@ .175 5 N.F.P.-2.55 N.F.P.-2.55 Según diseño Ø 1/2" F'C 210 KG/CM2 0.50 @ 0.15 cm N.F.C=-4.05 DETALLE DE ZAPATAS - CENTRALES VARIABLE 0.30 SOLADO @ 0.15 cm 0.10 0.50 N.P.T -2.50 0.25 Según Diseño 0.20 5 5 5 N.T.N -2.75 Ø 1/2" F'C 210 KG/CM2 0.50 VARIABLE 0.30 SOLADO Esc: 1/25 0.10 0.50 AFIRMADO @ 0.15 cm N.T.N -2.75 DETALLE DE ZAPATAS - ESQUINAS N.P.T -2.50 AFIRMADO Según diseño 0.50 N.P.T -2.50 0.20 5 5 5 AFIRMADO N.P.T -2.50 AFIRMADO N.F.C=-4.05 0.25 Según Diseño 5 .10 FALSO PISO FALSO PISO FALSO PISO FALSO PISO 5 5 N.P.T= -2.50 N.P.T= -2.50 \A1;0.10 m \A1;1.35 m PLANTA ELEVACIÓN 5 5 5 5 5 CORTE R-R S S CORTE S-S PLANTA Ø 3/8"@.20 NPT. + 0.00 NPT. + 0.00 R R CORTE R-R RAMPA Nº01 RAMPA Nº02 ESC. 1/50 ESC. 1/50 SUM SUM MURO DE CONTENCIÓN H=3.00 m d1/2" @ 0.15 E=0.25 MURO DE CONTENCIÓN H=1.60 m E=0.20 H=1.40 m E=0.20 E E C3 D D D D 5 d1/2" @ 0.15 AULA 1 N.F.P.-2.55 AULA 2 N.F.P.-2.55 5 5 5 2 Ø 1/2"+1 Ø 5/8" 5 3 Ø 1/2" 5 5 5 5 SECCION C - C NFC= - 4.05 N.P.T. - 2.50 Ø 3/8" @ 0.20 2 Ø 3/8" Esc: 1/25 1@.05, 4@.10,3@.15, rto. @.20 3/8" Ø 2 Ø 1/2"+1 Ø 5/8" 3 Ø 1/2" 2 Ø 3/8" f'c = 210 Kg/cm2 5 5 N.T.N. - 2.75 5 5 Ø 3/8" @ 0.20 5 2 d 5/8" 2 d 5/8" 2 d 1/2" Y 2 d 5/8" VIGA VP-103(0.25x0.55) X 5 5 5 5 5 5 5 5 s d 3/8" 1@0.05, 9@0.125, Rto@0.25 c/extremo seccion E - E 2 d 5/8" 4 d 5/8" E 2 d 5/8" 2 d 5/8" VP - 103 seccion X - X 2 d 5/8" 4 d 5/8" seccion Y - Y 2 d 5/8" 2 d 5/8" 2 d 1/2" Ø 1/2"@.15 Ø 1/2"@.175 NFC= - 4.05 SECCION F - F N.T.N - 2.75 f'c = 210 Kg/cm2 Esc: 1/25 5 5 5 5 5 N.T.N +/- 0.00 5 N.P.T - 2.50 Ø 5/8" @.20 Ø 1/2" @.25 Ø 1/2" @.25 5 Ø 1/2"@.175 Ø 1/2"@.15 NFC= - 4.05 SECCION D - D N.T.N - 2.75 f'c = 210 Kg/cm2 Esc: 1/25 5 5 5 5 5 N.P.T - 2.50 Ø 1/2" @.25 5 Ø 1/2" @.25 Ø 1/2" @.20 5 Ø 1/2"@.15 Ø 1/2"@.15 NFC= - 4.05 SECCION E - E N.T.N - 2.75 f'c = 210 Kg/cm2 Esc: 1/25 5 5 5 5 5 N.P.T - 2.50 Ø 1/2" @.25 5 Ø 1/2" @.25 Ø 1/2" @.20 5 Ø 1/2"@.15 Ø 1/2"@.15 NFC= - 4.05 SECCION E´ - E´ N.T.N - 2.75 f'c = 210 Kg/cm2 Esc: 1/25 5 5 5 5 5 N.P.T - 2.50 5 Ø 1/2" @.25 Ø 1/2" @.20 5 Ø 1/2" @.25

Language	Spanish
Drawing Type	Block
Category	Cultural Centers & Museums
Additional Screenshots
File Type	dwg
Materials	Concrete, Masonry, Steel, Wood, Other
Measurement Units	Imperial
Footprint Area
Building Features
Tags	autocad, block, classroom, CONVENTION CENTER, cultural center, DWG, museum, structures