Parabolic Cover – Metallic Structure DWG Detail for AutoCAD

Parabolic Cover – Metallic Structure DWG Detail for AutoCAD

Plant – Details of metallic structure

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

bottom reinforcement, m values, top reinforcement, column, plate or beam, reinforcement – column with, with beam and lightened, beam, in columns, central third., will not be spliced, reinforcement in one, same section., splices l, will be located in the, will not be allowed, beam on each side of, of light of the slab or, the column or support, splices of reinforcement, slabs, columns, beams, slabs and beams, overlaps and splices, rmin ., abutments, of flat beams, view in anchoring plant, of corrugated iron, standard hooks in rods, longitudinally, in beams, the reinforcement steel used, and foundation slab, column, in the table shown. , will be lodged in the concrete with standard hooks, which, and beams, should end in, the specified dimensions, note: p, caisson, joist, corrugated iron, aa cut, standard, side plate, base plate, see detail , column, p lateral, elevation joist, see, fo. smooth, section c-c, fo. corrugated, arriostres, between joists, joists, cross of san andres, foundation, sobrecimiento, crossing with beam collarin, in intermediate level, in upper edge of wall, beam detail collarin, smooth fo, corrugated fo, section bb, parabolic construction scheme , c- for lightened and flat beams the steel, b- in case of not joining in the areas, note, bottom is joined on the supports, being the same section, indicated or the percentages specified, consult the designer., beams, slabs and lightened, tranlapados joints for, abutments in columns and beams, detail of bending of, detail of hook standard, court ll, ceiling slab, tank elevated, typical elevation, elevated tank, general coverage, isometria of joist, notes, bracing, technical specifications of metal coverage, admissible soil pressure, technical specifications, assumed for the design, structures in contact with the ground, columns, flooring:, concrete, steel, concrete:, bars corrugated, coatings, screed, overload

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.50x3/8"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. 0.60x0.60 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)

Language	Spanish
Drawing Type	Detail
Category	Utilitarian Buildings
Additional Screenshots
File Type	dwg
Materials	Concrete, Steel, Other
Measurement Units	Metric
Footprint Area
Building Features
Tags	adega, armazenamento, autocad, barn, cave, celeiro, cellar, cover, DETAIL, details, DWG, grange, keller, le stockage, metallic, parabolic, plant, scheune, speicher, storage, structure