Parabolic Cover DWG Detail for AutoCAD

Cover Details parabolic – Ground – Cutting – Specifications – Construction Details

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

of dilation, lower reinforcement, values ​​of, anyone, upper reinforcement, beam beam, column reinforcement with, with lightened beam, beam, case, case, in columns, central third, they will not be spliced, more of the, armor in one, same section., the splices, shall be located in the, they will not be allowed, beam each side of, a length of, slab light, the column supports, reinforcing splices, superior in, colum., beams, slabs beams, overlap splices, rmin., stirrups, of flat beams, anchor plant view, esc:, corrugated iron, standard hooks on rods, in shape on beams, the reinforcing steel used, column slab, in the picture shown., will be housed in concrete with, hooks which, should end in, the specified dimensions, note:, of calamine, joist, see note, corrugated iron, cut, esc:, joist, bracing, base, degree bolt, nut, washer, standard, side plate, base iron, base iron, esc:, for bolts, hollows with chinese eye, note, detail, esc:, esp., see note, bolts, see detail, base iron, column, esp., side, esc:, esc:, elevation joist, note, see, fo. smooth, esc:, section, fo. corrugated, tissue, fo. smooth, tissue, fo. smooth, fo. corrugated, fo. smooth, corrugated, bracing, between beams, joists, san andres cross, bi, bs, fo. smooth, esc:, cut, see note, forte, foundation, overcoming, cross with beam collarin, intermediate level, cross with beam collarin, on top of wall, detail of collared beam, esc .:, reinforce bi, templator, smooth, corrugated, san andres cross, see detail, tight, section, reinforce bi, templator, smooth, corrugated, san andres cross, see detail, tight, section, last with, esc:, parabolic construction scheme, for lightened flat beams steel, in case of not splicing in the zones, not splicing more than the total area in, note, the lower part of the, equal splicing length for, increase the splicing length by one, the same section., for, indicated the specified percentages, consult the designer., lightened beams, transverse splices for, stirrups in columns beams, bending detail of, standard hook detail, cut, down, roof slab, tank tank, esc., higher, typical elevation, elevated tank, reg., esc., detail, dilatation meeting, general coverage, scale, isometry of joist, forte, notes, if the iron is made of carbon steel, use electrodes, joists, between beams, bracing, between beams, bracing, to share crosses of san andres in each arch, the profiles will be of structural steel according to, corrugated iron according to standard astm, standard astm, grade, technical specifications of metallic coating, if the iron is made of carbon steel, use electrodes, permissible soil pressure, Technical specifications, assumed for design, structures in contact with the ground, columns, degree astm, sole, concrete, steel, concrete, corrugated bars, coatings, beams, sole, overload, assumed for design, prof. of foundation in av., prof. of foundation in av.

Raw text data extracted from CAD file:

\A1;JUNTA DE DILATACION 2″ \A1;JUNTA DE DILATACION 2″ \A1;JUNTA DE DILATACION 2″ \A1;L/3 \A1;m \A1;L/4 \A1;L/3 \A1;L/4 \A1;m \A1;L/3 \A1;h \A1;L/4 \A1;L/4 51.34509332063769 51.34509332063769 51.34509332063769 51.34509332063769 51.34509332063769 51.34509332063769 51.34509332063769 51.34509332063769 51.34509332063769 51.34509332063769 REFUERZO INFERIOR 3/4″ .65 .65 .90 1″ 1.15 1.15 1.60 VALORES DE m H CUALQUIERA H<30 H>30 3/8″ .40 .40 .45 1/2″ .45 .45 .60 5/8″ .55 .55 .75 ø REFUERZO SUPERIOR \A1;a \A1;r 5 5 dDE COLUMNA,PLACA O VIGA 45° 45° 51.51670482289522 51.51670482289522 1/4″ 6.5 1.3 1/2″ 3/8″ 14.0 2.5 10.0 2.0 d a(cm.) r(cm.) REFUERZO – COLUMNA CON CON VIGA Y ALIGERADO 5 0.05 5 VIGA 0.05 CASO 2 5 A 0.10 5 CASO 3 5 EN COLUMNAS tercio central. No se empalmarán más del 50% de la armadura en una misma sección. Los empalmes L se ubicarán en el 60 50 No se permitirán 5/8″ viga a cada lado de una Longitud de 1/4 de luz de la losa o la columna o apoyo empalmes de refuerzo superior (negativo) en LOSAS, (cm) d 1/2″ 3/8″ 6mm COLUM. VIGAS LOSAS Y VIGAS (cm) 40 50 30 40 30 TRASLAPES Y EMPALMES 6mm d 3/8″ Rmin. 1.5cm 2.0cm L 10cm 15cm R ESTRIBOS \A1;ESPECIFICADO \A1;ESPECIFICADO \A1;.40 \A1;0.05 \A1;.40 \A1;VIGA \A1;0.05 \A1;5 A 0.10 \A1;5 A 0.10 \A1;0.40 \A1;L \A1;L DE VIGAS CHATAS VISTA EN PLANTA DE ANCLAJE “T” 34.97216376651009 ESC: S/E 34.97216376651009 0.30 1/2″ L Ø 0.70 3/4″ 0.50 5/8″ \A1;\Fsimplex.shx;G DE FIERRO CORRUGADAS CUADRO DE GANCHOS STANDARD EN VARILLAS EN FORMA LONGITUDINAL, EN VIGAS EL ACERO DE REFUERZO UTILIZADO Y LOSA DE CIMENTACION, COLUMNA EN EL CUADRO MOSTRADO. SE ALOJARAN EN EL CONCRETO CON GANCHOS STANDARD, LOS CUALES Y VIGAS, DEBERAN TERMINAR EN LAS DIMENSIONES ESPECIFICADAS 3/4″ 45 26.02928011650403 G(cm) ø NOTA: 5/8″ 35 3/8″ 20 1/2″ 25 1/4″ 15 \A1;1.70 (segun Calamina) \A1;0.30 L P DE CALAMINA VIGUETA -762.9841349541149 -762.9841349541149 VER NOTA 1 FIERRO CORRUGADO CORTE A-A ESC: 1/10 VIGUETA ARRIOSTRE d3/8″ \A1;.10 \A1;P BASE \A1;.29 \A1;.08 \A1;d5/8″ R.07 -840.0742430852242 PERNO GRADO 10 1 TUERCA Y 1 ARANDELA ESTANDAR -840.0742430852242 NC -840.0742430852242 S/E -840.0742430852242 -840.0742430852242 L \A1;0.50 \A1;0.30 \A1;0.10 \A1;0.15 \A1;0.15 \A1;0.10 \A1;.09 \A1;0.12 \A1;.09 PLANCHA LATERAL PLANCHA BASE .30x.50×3/8″esp. PLANCHA BASE ESC: 1/10 -841.0262588397427 -841.0262588397427 -841.0262588397427 -841.0262588397427 -841.0262588397427 -841.0262588397427 -841.0262588397427 -841.0262588397427 -841.0262588397427 DEd7/8″ PARA PERNOS d5/8″ 6 HUECOS CON OJO CHINO \A1;0.56 \A1;0.576 L 2″x2″x3/16″ L 2″x2″x3/16″ -841.7835998328312 L 2″x2″x3/16″ NOTA 4 -841.7835998328312 DETALLE -1 ESC: 1/10 3/8″ esp. VER NOTA 2 VER NOTA 3 PERNOS DE 5/8″ VER DETALLE PLANCHA BASE COLUMNA \A1;0.50 \A1;0.26 \A1;0.05 \A1;0.31 \A1;0.50 -846.7979550152131 -846.7979550152131 -846.7979550152131 -846.7979550152131 -846.7979550152131 L P 3/8″ esp. P LATERAL L ESC: 1/10 \A1;6.185 \A1;0.343 \A1;0.343 \A1;0.30 -851.7074857758612 -851.7074857758612 -851.7074857758612 -851.7074857758612 B – ESC: 1/20 ELEVACION VIGUETA \A1;0.15 \A1;0.30 NOTA 4 VER Fo. LISO ESC: 1/10 SECCION C-C d3/8″ Fo. CORRUGADO TEJIDO d3/8″ -852.4079724057992 -852.4079724057992 Fo. LISO d1/2″ \A1;0.343 \A1;0.15 TEJIDO d3/8″ Fo. LISO Fo. CORRUGADO d1/2″ Fo. LISO d3/8″ -846.5805617627783 -846.5805617627783 d3/8″ Fo Corrugado ARRIOSTRES ENTRE VIGUETAS VIGUETAS \A1;0.50 \A1;0.30 -848.5921490286847 -848.5921490286847 CRUZ DE SAN ANDRES d5/8″ B.I 2L 2″X2″X3/16″ B.S 2L 2″X2″X1/8″ d1/2″ Fo. LISO Fo. LISO ESC: 1/10 CORTE A-A VER NOTA 1 \A1;6.58 \A1;0.30 \A1;2.64 \A1;2.64 \A1;5.28 \A1;0.30 \A1;0.30 \A1;1.71 S/Fibra Forte \A1;35.45 \A1;35.70 \A1;36.80 \A1;37.05 \A1;1.71 \A1;1.71 \A1;1.71 \A1;1.71 \A1;1.79 \A1;1.79 \A1;1.79 \A1;1.79 \A1;6.55 \A1;.30 \A1;.30 \A1;COLUMNA \A1;0.30 \A1;COLUMNA \A1;0.30 \A1;.05 \A1;.20 \A1;.05 \A1;.20 \A1;.05 \A1;2.55 \A1;2.55 -773.9978723315021 -773.9978723315021 -773.9978723315021 -773.9978723315021 -773.9978723315021 -773.9978723315021 CIMIENTO SOBRECIMIENTO -773.9978723315021 -773.9978723315021 -773.9978723315021 -773.9978723315021 -773.9978723315021 CRUCE CON VIGA COLLARIN EN NIVEL INTERMEDIO CRUCE CON VIGA COLLARIN EN BORDE SUPERIOR DE MURO DETALLE DE VIGA COLLARIN ESC.: 1/25 -773.9978723315021 -773.9978723315021 \A1;35.45 \A1;0.53 \A1;0.52 \A1;6.00 \A1;5.92 REFORZAR BI 2L 2″x2″x¼”(C/EXT. del ARCO) -731.0287858925185 TEMPLADOR d1-1/4″ Fo LISO Fo CORRUGADO -731.0287858925185 P .30x.50X3/8″esp. L CRUZ DE SAN ANDRES VER DETALLE 1 VER DETALLE 2 TIRANTE d1/2″ A -731.0287858925185 1 1 -731.0287858925185 -731.0287858925185 SECCION B-B \A1;37.05 \A1;0.53 \A1;0.52 \A1;6.00 \A1;5.92 REFORZAR BI 2L 2″x2″x¼”(C/EXT. del ARCO) -717.8161687881769 TEMPLADOR d1-1/4″ Fo LISO Fo CORRUGADO -717.8161687881769 P .30x.50X3/8″esp. L CRUZ DE SAN ANDRES VER DETALLE 1 VER DETALLE 2 TIRANTE d1/2″ A -717.8161687881769 16 16 -717.8161687881769 -717.8161687881769 SECCION C-C \A1;5.50 \A1;0.99 \A1;0.89 \A1;0.80 \A1;0.68 \A1;0.58 \A1;0.49 \A1;.37 \A1;.31 \A1;.21 \A1;.11 \A1;.05 \A1;1.49 \A1;1.49 ULTIMO CON H= 6.60 ESC: 1/50 ESQUEMA CONSTRUCTIVO PARABOLICA -683.5151307168292 -683.5151307168292 -683.5151307168292 -683.5151307168292 -683.5151307168292 -683.5151307168292 -683.5151307168292 -683.5151307168292 -683.5151307168292 -683.5151307168292 -683.5151307168292 -683.5151307168292 -683.5151307168292 -683.5151307168292 C L C- PARA ALIGERADOS Y VIGAS CHATAS EL ACERO B- EN CASO DE NO EMPALMARSE EN LAS ZONAS A- NO EMPALMAR MAS DEL 50% DEL AREA TOTAL EN NOTA INFERIOR SE EMPALMARA SOBRE LOS APOYOS,SIENDO LA LONGITUD DE EMPALME IGUAL A 25cm. PARA ø3/8″ Y AUMENTAR LA LONGITUD DE EMPALME EN UN 70% o UNA MISMA SECCION. 35cm. PARA ø1/2″ Y 5/8″. INDICADAS O LOS PORCENTAJES ESPECIFICADOS CONSULTAR AL PROYECTISTA. VIGAS ,LOSAS Y ALIGERADOS EMPALMES TRANLAPADOS PARA ESTRIBOS EN COLUMNAS Y VIGAS DETALLE DE DOBLADO DE \A1;.05 \A1;L \A1;L DETALLE DE GANCHO ESTANDARD 3.393509395233721 3.393509395233721 3.393509395233721 .30 .25 1″ 3/4″ L(m) d .20 .12 .15 3/8″ 5/8″ 1/2″ \A1;5.59 \A1;5.58 \A1;5.58 \A1;5.58 \A1;5.58 \A1;5.43 \A1;0.35 \A1;5.44 \A1;5.58 \A1;5.58 \A1;5.58 \A1;5.58 \A1;5.43 \A1;0.35 \A1;5.52 \A1;5.67 \A1;5.67 \A1;5.67 \A1;5.67 \A1;5.52 \A1;0.35 \A1;5.52 \A1;5.67 \A1;5.67 \A1;5.67 \A1;5.67 \A1;5.67 \A1;5.20 \A1;6.00 \A1;6.00 \A1;4.30 \A1;6.00 \A1;7.35 \A1;5.20 \A1;6.00 \A1;6.00 \A1;4.30 \A1;6.00 \A1;6.00 \A1;5.67 \A1;5.67 \A1;5.67 \A1;5.67 \A1;5.67 \A1;5.52 \A1;0.35 \A1;5.52 \A1;5.67 \A1;5.67 \A1;5.67 \A1;5.67 \A1;5.52 \A1;5.43 \A1;5.58 \A1;5.58 \A1;5.58 \A1;5.58 \A1;5.44 \A1;0.35 \A1;5.43 \A1;5.58 \A1;5.58 \A1;5.58 \A1;5.58 \A1;5.59 \A1;1.95 \A1;1.95 1 A 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 23 21 22 24 25 26 27 28 15 16 17 18 19 20 23 21 22 24 25 26 27 28 1 2 3 4 5 6 7 8 9 10 11 12 13 14 A B C D E F J -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 H B C D E F I -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 G 15 16 17 13 14 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 -798.5593501919143 \A1;.25 \A1;.40 C-3 1@.05,5@ .10,3@.15 Rto@.20 C/E 2 d3/8″ -836.3976510882101 8d5/8″ -836.3976510882101 CORTE L-L \A1;1.80 \A1;0.20 \A1;2.80 \A1;0.20 \A1;0.20 \A1;0.20 \A1;1.80 \A1;0.20 \A1;0.20 -833.64421903704 -833.64421903704 -833.64421903704 -833.64421903704 -833.64421903704 -833.64421903704 -833.64421903704 -833.64421903704 -833.64421903704 1d1/2″ Abajo 1d1/2″ Abajo LOSA DE TECHO DE TANQUE ELEVADO ESC. :1/25 1d1/2″ Superior 1d1/2″ Superior \A1;1.50 \A1;0.20 \A1;2.00 \A1;0.30 \A1;0.30 \A1;0.30 \A1;0.30 \A1;0.30 \A1;0.30 \A1;0.60 \A1;0.30 \A1;0.15 \A1;0.60 \A1;0.60 \A1;0.60 \A1;0.60 ELEVACION TIPICA TANQUE ELEVADO Nivel+7.80 Cap.= 7.50 m3 -838.5606490169765 -838.5606490169765 -838.5606490169765 d1/2″@0.20 d1/2″@0.20 d1/2″@0.20 d1/2″ d1/2″ d1/2″@0.20 REG. 0.60×0.60 ESC. :1/25 -838.5606490169765 -838.5606490169765 -838.5606490169765 -838.5606490169765 -838.5606490169765 -838.5606490169765 d1/2″@0.20 d1/2″@0.20 -838.5606490169765 -838.5606490169765 d3/8″ d3/8″ L L L L -838.5606490169765 -838.5606490169765 -838.5606490169765 d1/2″@0.20 -838.5606490169765 -838.5606490169765 DETALLE -2 d1/2″ d1-1/4″ S/E d1-1/4″ JUNTA DE DILATACION 2″ JUNTA DE DILATACION 2″ JUNTA DE DILATACION 2″ COBERTURA GENERAL ESCALA 1/100 V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.20) V.C.-1 (.15x.40) V.C.P.-1 (.15x.40) V.C.P.-1 (.15x.40) V.C.P.-1 ISOMETRIA DE VIGUETA B C – A – A 5 5 5 5 5 5 5 1.71 S/Fibra Forte 5 5 5 5 NOTAS 1. SI LOS FIERROS SON DE ACERO AL CARBONO USAR ELECTRODOS E-70XX VIGUETAS VIGUETAS ENTRE VIGUETAS d 3/8″ ARRIOSTRAMIENTO ENTRE VIGUETAS d 3/8″ ARRIOSTRAMIENTO 5 5 5 5 5 5 5 5 5 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 V.C.P.-1 (.15x.40) (.15x.40) (.15x.40) (.15x.40) (.15x.40) 1- COMPARTIR 7 CRUCES DE SAN ANDRES EN CADA ARCO 2- LOS PERFILES SERAN DE ACERO ESTRUCTURAL SEGUN 3- FIERRO CORRUGADO SEGUN NORMA ASTM A-615 NORMA ASTM A-36 fy= 2500 Kg/cm2 GRADO 60 fy= 4200 Kg/cm2 ESPECIFICACIONES TECNICAS DE COBERTURA METALICA 4- SI LOS FIERROS SON DE ACERO AL CARBONO USAR ELECTRODOS E-70XX fy=4200 kg/cm2 PRESION ADMISIBLE DEL SUELO f’c= 100 kg/cm2 ESPECIFICACIONES TECNICAS f’c= 210 kg/cm2 ASUMIDO PARA EL DISEÑO ESTRUCTURAS EN CONTACTO CON EL TERRENO COLUMNAS GRADO 60 ASTM A 615: SOLADO : CONCRETO ACERO CONCRETO : BARRAS CORRUGADAS RECUBRIMIENTOS VIGAS SOLADO SOBRECARGA ASUMIDO PARA EL DISEÑO 200 kg/m2 4.0 cm 7.5 cm 5.0 cm 2.0 cm 3.0 kg/cm2 Prof. de Cimentacion en Zona 1 ( Av. Abancay) 1.40 m. 2.20 m. Prof. de Cimentacion en Zona 2 ( Av. Ayacucho)