House Structural Plane DWG Detail for AutoCAD

House Structural Plane – Details

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

see plant, secc support, esc, secc, East, esc, secc, esc, secc, esc, secc, esc, secc, esc, secc, esc, secc, esc, secc, esc, secc, East, secc, esc, East, East, East, East, East, East, slab, esc., beam, East, East, East, East, esc., East, East, East, slab, fund fee., East, secc, esc, secc, esc, East, East, East, East, beams, esc., wall cont, East, East, East, p.baja, esc., esc., loft, East, East, East, esc., East, East, East, East, East, esc., altillo, esc., East, East, slab, esc., East, wall of, containment, wall of, containment, wall of, containment, wall of, East, esc., slab, slab, esc., East, East, East, East, East, esc., altillo, East, East, East, East, esc., East, East, East, slab, altillo, esc., East, East, Verify the carrying capacity of the emptying foundations, carrying capacity of the land, col, it ends, p.sot., East, East, esc., altillo, section, wall cont, section, stairs, esc., secc, beams, inverted, verify levels to conform, section, scale, tube. pvc, perforated, gravel, compacted, tube. pvc, section, scale, p.baja, poor, perforated, cm., waterproof, gravel, loft, ground floor, typical, columns, rectangular, more than, armatures of beams of edge, typical armor, cylindrical, August, general details, family housing, street:, zone:, dib., Comp., date, sheet no, scale, Ing. calculator, owner, lamina description, project, lamina description, owner, Ing. calculator, scale, sheet no, date, Comp., dib., zone:, street:, family housing, August, project, lamina description, owner, Ing. calculator, scale, sheet no, date, Comp., dib., zone:, street:, family housing, ground floor, August, project, lamina description, owner, Ing. calculator, scale, sheet no, date, Comp., dib., zone:, street:, family housing, Mrs., August, prefabricated slab, column that is born, column that dies, column that continues, lower armor, solid areas, lower armor, column, plant, superior armor, armor placement ranges, in mezzanines without beams, every nerve, lower armor, superior armor, note:, symbology, Typical slab section, general notes, variable, the armor that corresponds, standard hooks, loads, section, Typical details on walls, loads, corner, of intersection, standard hooks, intersection simple armor, column, see table, alternative, section, columns, standard hooks, type of slab, thick slab thickness, cure according to standards, concrete mpa the days according to standards, maximum size of the thick aggregate: cm., norm used for design: Bolivian code of concrete, carrying capacity of the land: mpa., The construction process must be the responsibility of a professional, Any modification will be the sole responsibility of the, verify dimensions in work with architectural plans., registered in the rni., owner, general notes:, cm., tanks cms., cm shoes, he undertakes to comply rigorously with them., Otherwise the designer will not be responsible, the owner upon receiving these specifications, by the proper behavior of the structure., given the characteristics of the owner, perform the documented control trials., the literal measures prevail over those of drawing., coatings:, The responsibility of it is limited to the extent that, High strength reinforcement steel according to n

Raw text data extracted from CAD file:

\A1;2d \A1;d \A1;d \A1;d \A1;35 \A1;35 \A1;30 VER PLANTA 0 0 3 3 40 15 APOYO SECC. 12-12 ESC 1 : 20 SECC 12-12 1.25 1.38 1.25 1.25 d8/20 00 00 8d12 8d12 8d12 00 d8/20 8d10 00 d6/25 00 00 8d6 8d12 00 12 00 8d6 00 00 8d6 00 8d10 50 1.14 0.27 0.41 0.55 0.95 1.13 8d12 Est d6/10 ESC 1 : 20 SECC. 12-12 15 40 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 1 1 1 1 5 5 1 1 2 2 1 1 1 1 2 2 1 1 1 1 1 1 1 1 1.00 1.00 1.00 1.00 1.00 3 3 4 4 4 4 4 4 2 2 4 4 4 4 2 2 1 1 1 1 3 3 3 3 2 2 3 3 1 1 ESC 1 : 20 SECC 1-1 ESC 1 : 20 SECC 8-8 ESC 1 : 20 SECC 7-7 ESC 1 : 20 SECC 5-5 ESC 1 : 20 SECC 4-4 ESC 1 : 20 SECC 3-3 ESC 1 : 20 SECC 2-2 4d8 Est d6/15 20 15 SECC. 11-11 ESC 1 : 20 4d12 Est d6/15 2d12 4d12 20 30 30 20 2d12 4d12 Est d6/15 Est d6/15 3d12 2d12 20 30 Est d6/15 2d12 3d12 20 30 40 20 2d12 2d12 Est d6/20 40 20 2d12 3d12 Est d6/20 40 20 3d12 2d12 Est d6/15 8 8 7 7 7 7 6 6 6 6 LOSA T-B 11 11 10 10 10 10 11 11 9 9 9 9 9 9 9 9 9 9 9 9 4 .90 4 3 3 5 5 4 .90 4 3 3 5 5 .90 4 4 5 5 3 3 2d10 0 10 .90 d6/15 d6/15 .60 d8/10 1.20 0 2d12 .60 1.20 1d12 0 .80 ESC. 1 : 50 VIGA 5 PI-ALTILLO 20/40 Est d6/20 .80 0 1d12 0 A Est d6/20 C F H .80 .90 d6/7.5 Est d6/15 2d12 2d10 0 3d12 0 10 0 0 20/40 40/20 3.40 2.80 4.90 1.20 0 3d12 0 3d16 2d16 0 0 2d12+1d10 .80 0 1d12 0 0 30/20 Est d6/15 0 2d16+1d12 5 3 0 4.20 ESC. 1 : 50 VIGA-G P-BAJA 0 2 5.12 1.95 20/40 0 0 0 2d12 0 2d16 0 2d12 Est d6/20 .60 1.30 1.30 2d16 0 Est d6/20 .60 d6/12.5 20/40 1.30 d6/15 1.00 Est d8/10 Est d8/10 1.00 1.00 1.00 1.00 1.00 .70 .80 2d16 0 3d12 0 3d12 0 0 3d12 0 0 0 2d12 0 .80 LOSA T-B LOSA T-A 0 1d12-100 -2.27 COTA FUND. COTA FUND. -0.50 -1.12 0 0 0 0 0 2 4.70 2.70 2.70 4.20 2.70 0 0 .90 .90 .90 0 0 30 20 2d12 2d12 Est d6/15 SECC 6-6 ESC 1 : 20 35 20 SECC. 9-9 ESC 1 : 20 Est d6/10 6d12 2d12+1d10 0 0 2d12+1d10 1d12 0 3d12 0 .80 3.65 4.05 3.40 35/20 20/40 0 0 10 0 3d12 0 2d10 2d10 Est d6/15 d6/10 .60 .80 H F C Est d6/20 A 0 1d12 0 .80 Est d6/20 .80 d6/7.5 20/40 PI-ALTILLO VIGAS 8-9 ESC. 1 : 50 .80 0 1d12 0 2d10 1.25 MURO CONT. 0 2d12 0 2d12+1d10 0 3d12 0 .70 .60 2d12 0 0 2d16 1.00 1.00 4.05 3.80 4.74 20/40 20/40 0 0 10 2d12 Est d6/20 d6/15 d6/15 .60 .90 1.00 1.00 I G D Est d6/20 A 0 1d12 0 1.00 Est d6/20 .60 d6/15 .60 20/40 P.BAJA VIGA-3 ESC. 1 : 50 1.50 0 1d12 .60 d6/15 d6/15 .60 d6/15 .60 d6/15 .60 d6/15 d6/15 .60 1d12 0 1.10 ESC. 1 : 50 VIGA-3 ALTILLO 0 2d12 .05 0 d6/15 1.00 d8/10 1.00 20/40 d6/10 .60 d6/15 .60 Est d6/20 1.00 0 1d10 0 1.25 A Est d6/20 D G I 1.00 1.00 .90 .60 d6/15 d6/15 Est d6/20 2d10 2d12 0 3d12 0 10 0 0 20/40 20/40 4.74 3.80 4.05 1.00 1.00 3d12 0 0 3d12 .60 .50 0 2d10 0 3d12 0 1d12 .60 .60 2d16 0 2d16 0 2d12 0 .50 .60 0 2d16+1d12 0 0 2d16+1d12 0 1.00 1.00 P-1 VIGA-3 ESC. 1 : 50 4.05 3.80 4.74 20/40 20/40 0 0 0 0 3d12 0 2d12 3d12 Est d6/15 d8/10 d8/10 .90 1.00 1.00 1.00 I G D Est d8/15 A 1.25 0 1d12 0 1.20 Est d6/20 .90 d6/10 1.00 d6/15 20/40 0 1d12 .90 .60 0 1.10 1.10 3 Est d6/20 7 1 .60 .60 d6/15 d6/15 Est d6/20 0 2d12 3d12 2d12 0 3d12 0 0 0 20/40 20/40 5.12 2.65 ESC. 1 : 50 VIGA-F P-1/P-BAJA 1.10 0 2d12+1d10 0 P-1 ALTILL VIGA-H ESC. 1 : 50 4.75 1.75 20/40 20/40 0 0 2d10 0 2d12 0 1d12 Est d6/20 d6/15 .60 1.00 6 7 Est d6/20 9 .90 0 .60 1.00 LOSA P-1/P B VIGA-2 ESC. 1 : 50 4.74 20/40 0 0 3d12 0 1d12 0 2d10 0 3d12 d6/15 d6/15 .60 1.20 I Est d6/20 G MURO DE CONTENCION MURO DE CONTENCION MURO DE CONTENCION CONTENCION MURO DE 0 2d12 .80 .70 3 Est d6/20 1 .90 .60 .90 d6/15 d6/15 1d12 0 2d12 0 2d12 0 2d12 0 0 20/40 6.28 ESC. 1 : 50 VIGA-B P-1 .80 LOSA 1.25 .80 LOSA .80 1 1 P-BAJA VIGA-D ESC. 1 : 50 3.08 3.20 20/40 20/40 0 0 0 2d12+1d10 0 2d12 2d12 0 2d10 0 2d12 Est d6/20 d6/15 d6/15 .60 .60 .90 1 1 Est d6/20 3 0 1.00 1.00 0 3.20 30/20 d6/10 .60 Est d6/15 1.10 1.10 8 Est d6/20 7 5 3 .90 .60 .60 d6/10 d6/10 Est d6/20 0 2d12 0 1d16 1d12 0 0 0 0 20/40 20/40 4.20 4.65 4.75 ESC. 1 : 50 VIGA-F-G ALTILL 0 2 5.12 1.95 20/30 0 0 2d12 0 2d12 Est d6/15 Est d6/15 20/30 .60 d6/15 d6/15 .60 .60 d6/15 .90 d6/15 .90 .90 .90 .90 1.10 1.10 1.00 3d12 0 0 3d12 .60 .60 .60 .50 0 2d12+1d10 0 2d12 0 2d12 0 0 2d16 0 0 0 0 2d16 0 0 2d12 0 2d12 0 2d12+1d10 0 .50 .60 .60 .60 3d12 0 0 3d12 0 3d12 0 2d16 .80 .70 1.00 1.00 1.00 1.00 1.10 1.10 .90 .90 .90 .90 d6/15 .90 d6/15 .60 .60 d6/15 d6/15 .60 1.00 Est d6/10 Est d8/10 1.00 d6/15 1.30 20/40 d6/15 .60 Est d6/20 0 2d16 1.30 1.30 .60 Est d6/20 2d12 0 2d16 0 2d12 0 0 0 20/40 1.95 5.12 0 0 0 2 0 0 P-1 VIGA-F-G ESC. 1 : 50 4.75 4.65 4.20 20/40 20/40 0 0 0 0 1d12 1d16 0 2d12 0 2d10 Est d6/20 d6/10 d6/10 .60 .60 .90 3 5 7 Est d6/20 8 1.10 1.10 1d16 0 Est d6/15 .60 d6/10 35/20 LOSA 0 30/20 1.00 d6/15 3d12 0 .60 d6/15 .90 d6/7.5 d6/7.5 .90 d6/7.5 .90 3d12 0 0 1d12 .50 .60 1.10 .80 .80 0 2d16 .90 .90 P-1 ALTILL VIGA-C ESC. 1 : 50 4.40 4.65 20/40 20/40 0 0 0 2d10 0 1d12 2d16 0 2d12 0 3d12 Est d6/20 d6/15 d6/15 .60 .60 .90 .90 .90 5 7 d6/20 8 1.10 1.10 0 .60 d6/15 20/40 d6/15 .60 d6/15 .60 Est d6/20 1.00 0 1d12 0 1.00 1.00 0 M2 M2 M2 M2 M2 M2 M2 M2 M2 M2 M2 M2 M2 M2 M2 M2 M1 M1 M1 M1 M3 M3 M3 M3 M3 M3 M3 M3 M3 M3 M3 M3 M3 M3 M1 M1 M3 M3 M1 M1 VERIFICAR CAPACIDAD PORTANTE DEL TERRENO,ANTES DE VACIAR FUNDACIONES CAPACIDAD PORTANTE DEL TERRENO = 1.5 KG/CM2. NOTA.- C5 0 2d10 COL TERMINA .20 d6/15 4d12 20/25 6d12 d6/15 20/40 8d12 d6/15 20/40 20/40 d6/15 8d12 d6/15 4d12 20/25 d6/15 4d12 20/25 d6/15 4d12 20/25 d6/15 4d12 25/20 d6/15 6d12 30/20 d6/15 6d12 30/20 20/25 4d12 d6/15 20/30 6d12 d6/15 20/30 6d12 d6/15 20/25 4d12 d6/15 20/25 4d12 d6/15 20/25 4d12 d6/15 d6/15 d6/15 d6/15 d6/15 4d12 20/25 6d12 20/30 6d12 20/30 20/40 d6/15 6d12 20/40 d6/15 6d12 6d12 25/20 4d12 d6/15 30/20 6d12 d6/15 30/20 6d12 d6/15 30/20 6d12 d6/15 P.SOT. d6/15 40/20 6d12 d6/15 d6/15 1 C10 4 1 C7 C8 C9 12d12 12d12 25 55 195 195 1 Z6 .20 .20 .20 .20 C8 Z-5 Z-5 C8 C8 Z-4 C8 Z-4 Z-4 C4 C2 Z-4 Z-4 C7 C5 Z-5 C10 C4 Z-5 Z-4 C4 C6 Z-3 C4 Z-3 C2 Z-3 Z-3 C2 C7 C6 Z-2 Z-2 C6 C4 Z-2 C4 Z-2 C3 Z-2 Z-6 C9 Z-1 C1 Z-3 8 Est d6/20 7 5 3 1.00 1.00 1.00 .60 .60 d6/15 d6/15 Est d6/20 1d12 0 2d10 0 2d12+1d10 0 2d12 0 2d12+1d10 0 0 0 0 20/40 20/40 4.20 4.65 4.40 ESC. 1 : 50 VIGA-A P-1 ALTILL 12 12 12 15 15 15 SECCION E1-E1 SECCION E3-E3 SECCION E4-E4 00 8d12 00 00 50 90 50 90 10 00 00 MURO CONT d8 8d10 8d10 00 d6/25 00 00 8d10 8d10 00 d8/20 00 8d12 00 d6/25 00 8d12 00 8d10 00 d6/25 00 8d12 50 90 d6/25 8d12 d6/25 d8/20 8d12 8d10 8d12 12 2.10 SECCION E2-E2 ESCALERAS ESC. 1 : 20 12 SECC. 12-12 00 00 00 00 00 00 00 VIGAS INVERTIDAS VERIFICAR NIVELES CONFORMAR S/PENDIENTES NOTA.- 0 d8/20 d8/20 d8/20 d8/20 SECCION M2-M2 ESCALA 1:25 +1.60 +0.00 100 30 30 20 20 85 85 30 10 TUB. PVC d100 PERFORADA GRAVA COMPACTADA 20 TUB. PVC d100 d12/20 SECCION M3-M3 ESCALA 1:25 50 20 30 2 d8 250 d12/20 d8/20 P.BAJA H° POBRE PERFORADA 5 cm. 50 70 IMPERMEABILIZAR GRAVA 70 d12/20 2d12-Estd6/25 -PLANTA ALTILLO -ENCADENADO ALTILLO -LOSA PLANTA BAJA TIPICAS COLUMNAS RECTANGULARES o MAS DE 90 ARMADURAS DE VIGAS DE BORDE ARMADURAS TIPICAS CILINDRICA (en mm) AGOSTO 2005 DETALLES GENERALES VIVIENDA FAMILIAR 4 1 U B I C A C I O N CALLE: ZONA: I N D I C A D A DE DIB. COMP. FECHA LAMINA Nº ESCALA ING. CALCULISTA PROPIETARIO DESCRIPCION DE LAMINA PROYECTO PROYECTO DESCRIPCION DE LAMINA PROPIETARIO ING. CALCULISTA ESCALA LAMINA Nº FECHA COMP. DIB. DE I N D I C A D A ZONA: CALLE: U B I C A C I O N 4 4 VIVIENDA FAMILIAR -FUNDACIONES AGOSTO 2005 -CUADRO DE ZAP./COL. PROYECTO DESCRIPCION DE LAMINA PROPIETARIO ING. CALCULISTA ESCALA LAMINA Nº FECHA COMP. DIB. DE I N D I C A D A ZONA: CALLE: U B I C A C I O N 3 4 VIVIENDA FAMILIAR -LOSAS: PLANTA BAJA AGOSTO 2005 PROYECTO DESCRIPCION DE LAMINA PROPIETARIO ING. CALCULISTA ESCALA LAMINA Nº FECHA COMP. DIB. DE I N D I C A D A ZONA: CALLE: U B I C A C I O N 2 4 VIVIENDA FAMILIAR -FUNDACIONES Y SRA. AGOSTO 2005 -CUADRO DE ZAP./COL. 9.40 LOSA PREFABRICADA COLUMNA QUE NACE COLUMNA QUE MUERE COLUMNA QUE CONTINUA ARMADURA INFERIOR ZONAS MACIZAS ARMADURA INFERIOR COLUMNA ( PLANTA ) ARMADURA SUPERIOR RANGOS DE COLOCACION DE ARMADURAS EN ENTREPISOS SIN VIGAS N A CADA NERVIO. Armadura inferior Armadura Superior NOTA: SIMBOLOGIA SECCION TIPICA DE LOSA NOTAS GENERALES d variable LAS ARMADURAS QUE SE INDICAN, CORRESPONDE 24 d GANCHOS STANDARD 24 d CARGAS SECCION F-F DETALLES TIPICOS EN MUROS CARGAS 24 d 24 d DE ESQUINA 24 d DE INTERSECCION 24 d GANCHOS STANDARD INTERSECCION ARMADURA SIMPLE columna F VER TABLA F E E ALTERNATIVO 24 d SECCION E-E COLUMNAS GANCHOS STANDARD GANCHOS STANDARD SE Tipo de losa Espesor de losa maciza 3.- 4.- ENCOFRAR,ARMAR,HORMIGONAR Y CURAR SEGUN NORMAS CBH-87 1.- HORMIGON fck=21 MPa A LOS 28 DIAS SEGUN NORMAS CBH-87 2.- TAMANO MAXIMO DEL AGREGADO GRUESO: 2 cm. 5.- NORMA UTILIZADA PARA DISENO: CODIGO BOLIVIANO DEL HORMIGON 6.- CAPACIDAD PORTANTE DEL TERRENO: 0.15 MPa. 7.- EL PROCESO CONSTRUCTIVO DEBE ESTAR A CARGO DE UN PROFESIONAL CUALQUIER MODIFICACION SERA DE EXCLUSIVA RESPONSABILIDAD DEL 9.- VERIFICAR DIMENSIONES EN OBRA Y CON PLANOS DE ARQUITECTURA. REGISTRADO EN EL RNI. PROPIETARIO. NOTAS GENERALES: LOSAS,VIGAS,COLUMNAS: 1.5 cm. TANQUES : 2.0 CMS. ZAPATAS : 5.0 cm. 13.- 12.- SE COMPROMETE A CUMPLIRLOS RIGUROSAMENTE. CASO CONTRARIO EL PROYECTISTA NO SERA RESPONSABLE 14.- EL PROPIETARIO AL RECIBIR ESTOS PLANOS Y ESPECIFICACIONES POR EL COMPORTAMIENTO ADECUADO DE LA ESTRUCTURA. 11.- DADAS LAS CARACTERISTICAS DE LOS AGREGADOS, EL PROPIETARIO REALIZAR LOS ENSAYOS DE CONTROL DOCUMENTADOS. LAS MEDIDAS LITERALES PREVALECEN SOBRE LAS DE DIBUJO. RECUBRIMIENTOS: 8.- LA RESPONSABILIDAD DEL PROYECTISTA, SE LIMITA EN LA MEDIDA EN QUE ACERO DE REFUERZO ALTA RESISTENCIA AH-400 SEGUN NORMAS CBH-87 CUMPLAN ESTOS PLANOS, NORMAS,ESPECIFICACIONES E HIPOTESIS DE CALCULO. SERA EL UNICO RESPONSABLE POR LA CALIDAD DEL HORMIGON, DEBIENDO 10.- VERIFICAR CAPACIDAD PORTANTE DEL TERRENO,ANTES DE VACIAR FUNDACIONES (CBH-87) zona maciza de Ho. armadura superior Losa alivianada viguetas de Ho. casetones aligerados REBAJAS 5 CMS. LA ALTURA DE LOS CASE- TONES EN LA ZONA DE ARMADURA NEGATIVA. 4d12 4d12 MURO LOSA 4d12 EN SHAFTS DETALLE DEL ABACO (TIPICO) L 3/3 L 2/3 L 3/4 L 2/4 L 2 L 3 MURO LOSA o NERVIO DE DISTRIBUCION COMO SE INDICA PLANTA EN LOSAS ALIGERADAS PLANTA 4d12 PLAZOS DE DESENCOFRADOS COSTADOS DE COLUMNAS…..7 DIAS COSTADOS DE VIGAS……..3 DIAS BATEOS DE CONTROL (MINIMA) FONDOS DE VIGAS Y LOSAS..3 SEMANAS SEIS CON 18 PROBETAS UNA PROBETA POR DIA DE VACIADO UNA PROBETA CADA 20 O 20 BATEOS PREPARACION DE PROBETAS DE COMPROBACION DE MEZCLA: QUIEBRE A 90 QUIEBRE A (ABACO) SECCION D-D SECCION B-B 8 BARRAS 6 BARRAS 4 BARRAS 6 BARRAS C ARMADOS TIPICOS DE COLUMNAS D VER TABLA D C C 2d B B 1:6 MAX. A A 4 ESPACIOS A 3″ SOLAPES SEG/TABLA SECCION C-C CIRCULARES COLUMNAS SECCION A-A 10 BARRAS 12 BARRAS 8 BARRAS 12 BARRAS 14 BARRAS 16 BARRAS 16 BARRAS 18 BARRAS 8 BARRAS 10 BARRAS 12 BARRAS 16 BARRAS 14 BARRAS 3.5 d 90 o 2 d C GANCHOS EN BARRAS PATILLA NORMAL PARA BARRAS CORRUGADAS E D F A 20 C A D C C B A 21 D B E A 22 E C D B D D E A C C A 13 A 1 A 14 B C B B 15 B 16 F G D E E F D 2 A 3 A B 4 A B 5 A C C DOBLADO TIPICO DE ARMADURAS B B F A D 24 C B A 23 C F E B D H G E D D A 18 C F G F G B A 27 C E B A C 26 I C 36 E A D B 25 H 17 D E C C B 19 C B D B A 6 B A 7 A 8 A A 9 C B B A B C E D C C 10 B 11 A B A 12 C C A 31 E A B B A D C D B 30 A B A C C B F E A D 35 B E 29 A D G F D C B A 33 E A 28 B A F D E 32 C 34 L 2/3 L 1/3 L 2/4 L 1/5 L 1 10d>70mm d Esfuerzo que debe resistir el anclaje L 1/7 A) EN DOS SENTIDOS L 1/5 L 1/3 L 1/3 L 1/4 L 2 15 L 1 d1 65 65 65 72 96 B) EN UN SENTIDO L 1/4 15 L 1/4 TRAMO FINAL BARRAS EN LA VIGA EXTENDER TODAS LAS r 6.5 d1 d r 6 d resistir el anclaje Esfuerzo que debe d 12 d r d1 64mm 4d r PRINCIPALES (en mm) d2 96 75 d1 64 64 r d 24 18 8 6 r= 38 mm r= 38 mm r= 38 mm ESTRIBO r= 51 mm r= 64 mm 6 d 8 10 12 16 144 120 192 240 300 64 64 64 80 100 48 30 65 80 25 12 16 20 10 100 35 35 DOSIFICACION TIPO 3 GRAVA 2 ARENA 1 BOLSA DE CEMENTO 20 lts DE AGUA GANCHOS EN ESTRIBOS 6d>65mm 15 30 PROBETA L d 100+2 d 200+2 CONO DE ABRAMS H=300+2 CON ENSAYOS DE ROTURA NOTA: COMPROBAR RESISTENCIA 30 a a a a a a a a 15 . L d 6 17 21 10 8 25 36 12 16 68 56 22 20 . . . . . . . . a a 126 88 30 25 a >50% A COMPRESION EN CUALQUIER BARRAS TRASLAPADAS TRABAJANDO NORMALMENTE PORCENTAJE . a L . 50% 33% 25% A LA SECCION TOTAL DEL ACERO. 20% VALORES DE PORCENTAJE DE BARRAS TRASLAPADAS TRABAJANDO A TRACCION, CON RELACION EMPALMES (cms) 1.0 1.0 1.4 2.0 l neta II ANCLAJES h/2 <30 cm 1.3 1.8 1.2 1.6 1.1 1.4 1.0 1.2 POSICION II COMPRESION lb I lb II l neta I lb I lb II 18 15 17 24 d 6 8 21 25 30 36 36 56 50 78 10 12 16 20 68 95 22 POSICION I TRACCION NOTA: PARA AH-400/H-20 LONGITUD DE ANCLAJE EN cms TRAMO INTERMEDIO ARMADURAS TIPICAS EN LOSAS ALIGERADAS PEND. 1:6 MAX. EMPALMES TIPICOS EN COLUMNAS AS1 C D AS2 SECCION 1-1 H POBRE 5 cm B - PLANTA - 1 AS2 A 1 AS1 ARMADURAS 10d12 9d12 6d12 5d12 5d12 AS2 DIMENSIONES (CM) 25 25 20 20 20 180 170 140 125 50 45 40 35 100 35 B C D VOL. ZAPATA CANT. 1 5 5 6 4 180 170 140 125 100 Z1 Z2 Z3 Z4 Z5 A CUADRO DE COLUMNAS 10d12 9d12 6d12 5d12 5d12 AS1 ZAPATAS CENTRADAS C6 C5 C4 C3 C2 C1 PISOS CUADRO DE COLUMNAS 2 3 1 6 3 20/30 6d12 20/40 1 6d12 30/20 CANT. ALTILLO 6d12 40/20 d6/15 PISO-1 P. BAJA LOSA TIPO-B SECC. LOSA PREFABRICADA 5 ESPESOR LOSA PREF. 50 3d12 Est d6/15 ESC 1 : 20 SECC. 10-10 20 30 20 5 25 ESC. 1 : 20 10 40 10 EN 2 SENTIDOS SECCION DE LOSA TIPO-A # d6/30 S/TABIQUERIA APOYA 5 6 7 6 6 ENCADENADO ALTILLO ESC. 1 : 50 H F C 1.50 3.40 8.95 4.05 8 4.75 1.75 2.90 ESC. 1 : 50 LOSA ALTILLO ESC. 1 : 50 LOSA PLANTA P-1 ESC. 1 : 50 LOSA PLANTA BAJA F U N D A C I O N E S ESC. 1 : 50 3.20 8 4 2 1 3 5 6 I G B H F A D 7 C 1.55 5.12 4.75 1.75 2.90 1.95 1.50 3.40 3.65 .35 4.40 4.65 .80 6.28 4.74 1.00 3.05 20.67 2.65 4.20 3.80 11.10 4.05 1.25 E F H I G E I G H F E E 1.25 1.25 4 2 1 3 5 B A D 1.55 5.12 2.90 1.95 1.50 3.40 4.90 .80 6.28 4.74 1.00 3.05 20.67 2.65 4.20 3.80 11.10 2.80 4.05 11.10 3.80 4.20 2.65 20.67 3.05 1.00 4.74 6.28 .80 4.65 4.40 .35 .65 3.65 3.40 1.50 1.95 2.90 1.75 4.75 5.12 1.55 C 7 D A F H B G I 6 5 3 1 2 4 8 1d12-1.20 0 1.20 .90 1.20 .90 1d12 1d12 0 0 .90 1.20 0 0 1d12 1d12 .90 1.20 2d10 0 2d10 0 2d10 0 0 2d10 0 4d16-150 4d16-150 0 4d16-2.80 0 4d12-2.30 0 5d12-1.10 5d12-1.10 0 0 2d10 0 4d16-1.40 4d16-2.80 0 0 4d16-2.30 4d16-150 0 1d12 0 1.00 2d10 0 0 2d10 2d12 0 1.20 .90 1.20 .90 1d12 1d12 0 0 1.00 0 1d12 1.30 1d12-2.00 0 2d12 0 2d10 0 9 4 2 1 3 5 7 B A D 8 C 1.55 5.12 4.75 1.75 2.90 1.95 1.50 3.40 3.65 .65 .35 4.40 4.65 .80 6.28 4.74 1.00 3.05 20.67 2.65 4.20 3.80 11.10 4.05 COMPACTADA GRAVA PERFORADA TUB. PVC d100 10 30 61 61 20 20 30 30 100 -1.12 +0.00 ESCALA 1:25 SECCION M1-M1