Calculation Of Industrial And Spars DWG Elevation for AutoCAD

Calculation Of Industrial And Spars DWG Elevation for AutoCAD

CONTAINING PLANT; ELEVATION and isometric ALL CALCULATIONS OF AN INDUSTRIAL BUILDING INCLUDING THE METHOD OF CALCULATION OF NODES CREMONA AND MEANS TO REMOVE THE LARGUEROS BY FORMULAS

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

southern facade, west facade, bar, magnitude, force, ba, cb, ih, gf, hg, perspective, ed, faith, gravity loads, ji, dc, isometric, tension, compression, analysis of an industrial building based on reinforcement for asbestos roof and sheet, pratt type reinforcement, focal point, tax areas, isometric, cremona diagram, gravity load scheme, longitudinal cut, diagrams, total loads by gravity, load on the nodes, weight own of the frame :, summary of loads :, weight of stringers :, total weight of sheets per panel :, length of the spar, width of the sheet, number of sheets across: – transversal transverse: a wave, geometry of the armor :, architectural floor, industrial building, characteristics of the architectural plan and elevation :, front elevation, left lateral elevation, design of a spar, mounting, cutting, bending moment, calculation, formulas, bending moment, shear force, fb fb , design two, lower rope, cu upper, diagonal, rope alternatives, diagonal alternatives, a. pre-elimination, upright, calculation fa, method of the knots, sizing, decomposition of inclined forces, new diagram of free body, compression, tension

Raw text data extracted from CAD file:

U E D E R S I D O N O M A U T D A A P A R I T E E E N B M N I V U L B E A fachada sur fachada poniente proponiendo una pendiente del 10% BARRA MAGNITUD FUERZA 2-a a-9 b-a 3-b c-b c-9 4-d e-9 5-g f-9 i-h 7-j g-f h-g j-9 perspectiva e-d f-e 6-i CARGAS POR GRAVEDAD 26.88 BARRA MAGNITUD 26.57 1.63 26.88 5.56 21.26 21.51 5.85 15.94 0 h-9 j-i 21.51 5.85 15.94 d-c 2.45 2.45 26.88 5.56 21.26 1.63 26.88 26.57 isometrico TENSION FUERZA TENSION COMPRESION COMPRESION COMPRESION COMPRESION COMPRESION TENSION TENSION TENSION TENSION TENSION TENSION TENSION TENSION TENSION TENSION TENSION TENSION TENSION TENSION análisis de una nave industrial a base de armaduras para la cubierta y lamina de asbesto ARMADURA TIPO PRATT punto focal j e d c b a c g f d i e h b a punto focal 8-0 7-0 6-0 5-0 4-0 3-0 2-0 1-0 815 1630 1630 1630 1630 1630 815 8 7 6 5 9 4 3 2 1 f areas tributarias isométrico area tributaria 2 area tributaria 1 7-0 6-0 5-0 4-0 3-0 2-0 8-0 7-0 6-0 5-0 4-0 3-0 2-0 1-0 815 1630 1630 1630 1630 1630 815 8 7 6 5 9 4 3 2 1 9 8 7 6 5 4 3 2 1 j i h g DIAGRAMA DE CREMONA esquema de cargas por gravedad e d c b a 1630 1630 1630 1630 815 815 1630 51.93 51.93 51.93 corte longitudinal esquemas: 1630 1630 1630 1630 esquema de cargas por gravedad 815 815 1630 -total de carga en nodo extremo 815kg -total de carga en nodo central 1630kg -peso propio 124kg -sobre carga (cubierta) 1505kg cargas totales por gravedad: carga por nodo: 740 kg/6 nodos = 124 kg por nodo 1520 W= 119 x 5 (4x15² + 19x15) = 740kg carga sobre los nodos: 2.53 x 5.00 x 119kg/m² = 1505kg/nodo peso propio de la armadura: formula de troyer W= w s (4L14² + 19L) f CARGA TOTAL 119kg/m² -carga viva por gravedad según articulo 227 del R.C.D.F (cubiertas y azoteas con pendiente mayor del 5% y menor del 20%): 60kg/m² -carga muerta: 59kg/m² -accesorios: 8kg/m² -largueros: 14kg/m² -lamina: 37kg/m² resumen de cargas: -peso de largueros= 20 largeros x 5 metros = 100m -estimado en 10kg/ml de cada larguero: 100 x 10kg/ml = 1000kg -peso por metro cuadrado = 1000/ 7.54x5x2 = 13.26kg/m² 7.54m (longitud de cuerda superior)/ 0.82m (distancia entre larguero) = 10 largueros x 2 lados=20 peso de largueros: 36.79kg/m² = peso total de laminas por panel: 96 x 28.9kg = 2774.4 peso por metro cuadrado: 2774.4kg 7.54x5x2 6 laminas x 8 paneles x 2 lados= 96 laminas 6 laminas = 5.00 0.885 = longitud del larguero ancho de la lamina numero de laminas a lo ancho: -distancia entre largueros: 0.82m -ancho util: 0.885m -largo util: 2.46m -traslape transversal: una onda -traslape longitudinal: 0.14m -peso por lamina: 28.2kg -ancho total: 0.975m -longitud total: 2.60m se usara lámina de asbesto "LAMINA ESTANDAR P-7" DISLAM longitud necesaria de lámina = 2.51 longitud de panel = 7.54/ 3 = 2.51 D = 0.10 X 7.50 = 0.75 _____________________ longitud de cuerda superior = (0.75)² + 7.5² = 7.54m Geometría de la armadura: planta arquitectónica NAVE INDUSTRIAL caracteristicas de la planta arquitectónica y alzado: alzado frontal alzado lateral izquierdo 5.00 1.36 5.00 1.36 6.15 5.00 2.50 2.50 5.00 2.50 2.50 2.53 2.53 2.53 1.15 5.00 1.15 7.50 7.50 7.54 1.20 1.20 1.20 1.20 5.00 5.30 15.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 1.15 5.00 5.00 5.00 6.15 7.50 5.00 40.00 5.00 5.00 7.50 5.00 5.00 5.00 5.00 5.00 5.00 5.00 DISEÑO DE UN LARGUERO MONTEN CORTANTE MOMENTO FLEXIONANTE MONTEN CALCULO FORMULAS PESO DE LAMINA: 10KG/M2 PESO PROPIO DEL LARGUERO : 6.82KG/M2 CARGA VIVA: 60KG/M2 TOTAL: 76.82KGKG/M2 w: 76.82x2.00: 78.82 momento flexionante Mmax: 78.82 (10)2: 985.25 wl: 78.82(10): 394.1 2 2 + Mmax: wl2 2 FUERZA CORTANTE + Vmax=- v ax= wl/2 = 78.82(10)/2= 394.1 sx= M/0.67fy= sx=39.41=39,410= 16.71 0.67x3520 2,358.4 se elige el 18.62 para un peralte 10 y un calibre de 12 fb=39,410 =588.64 66.95 fb= 2100 l ry = 333.33 = 107 3.10 entonces fb= 200- (107) 1-24x10 = 2100- 11499 2 2 1.73x10 2 173 000, 000 =820.62 kg/m co Fv perm 4.5 x10 (0.266)= 493.52kg/cm 2 2 25.40 fb FB fv 2/3 fb 2 (8.20.62) = 547 kg/cm 2 3 como 49.52 547 se toma fv= 493.52kg/cm 2 PCS= 0.266 (8.20.62)(7.4+0.93 7.62 /0.266 = 2,587.32 R + Mmax:-Vmax=wl 2 Sx= M fb= M/sx 0.67 fy l ry fv 2/3 fb FV= 4.5x10(t/d) 2 6 v dt fv= PCS= t xfb(7.4+0.93 5.08/0.26) 2 DISEÑO DOS CUERDA INFERIOR Cuerda superior AP= 22846X1.50=22.55cm A= 22,398.64=22,398.64=1475 0.6X2530 0.6X2530 A=14.75=7.38cm 2 2 KL=Re r Re 240 1.0x330 = 139.83 240 2.36 r= I = 51.60x2 = 103.20 =2.36cm 9.29x2 18.58 A DIAGONAL A=t = 22846.57 0.6fy 0.6x2530 =22846.57= 15.05cm 1518 KL=1z3.60=155.84 r 2 2.31 155.84 240 alternativas cuerda APS 3x1/4" A= 9.29 cm W=7.29 kg/m r=2.36cm alternativas diagonal Aps=3x7.16" A= 15.68 cm W=12.35 kg/m r=2.31cm 2 2 A. preeliminar 22846 x1.50= 22.55cm 1520 22.55/2 = 11.27cm 2 2 Aps 76x8mm (3"x5/16) A= 11.27cm W=9.08 x= 2.21 lx=62.90cm 4 2 r=1.67cm rx= lx = 62.90 = 1.67cm 9.29x2 A MONTANTE A. pre. 1736.34x1.50=1.71cm 2 1520 Aps= 7/8 1/8" A= 1.32 cm lx= 0.58 x=0.66 2 w=1.04 rx= ry= I = 2.22-(2.22-.96) 12 A 4 4 4 =1.51cm 4 rx= ry= 1.51 = 1.51 =0.76 2.64 2x1.32 L = L = 80 =160 Fa=867 ry ry .76 fa= 1736.34/1.32x2=657.70 657<867 3 1520 2 = 11.27cm 2 KLx= 2.21 = 83.71 1048 Fa rx 2.64 calculo fa fa=22846 = 1013.58 kg/cm 2 11.27x2 1031<1048 Iy= 2x62.90+ (2.22+.58) 1.32x2 2 =125.80+(7.84)(2.64=145cm 4 r= 145 =145 =7.41 1.32x2 2.64 2.21 = 0.84 =1516 2.64 c=1736.34kg. MÉTODO DE LOS NUDOS DIMENSIONAMIENTO A AB 11° Ah 868.17 5209.02 Descomposición de fuerzas inclinadas AB AB AB 11° SEN 11 = \LCO H AB 0.19 =FY SEN 11 = \LFY AB COS11=\LCA H COS11= \FCopperplate Gothic Bold;\LFY NUEVO DIAGRAMA DE CUERPO LIBRE A FX Ah 868.17 5209.02 FY \U+2211FX=\U+2211FY \U+2211FY=0 =5209.02T-868.17 FY =4540.85T =0.19AB AB= \L4540.85 = 22846.57T 0.19 \W5.66174; COMPRESIÓN B BC 1736.34 22589.63 AB BD BD FY FX 11° COS11=\LCA H COS11= \FCopperplate Gothic Bold;\LFY B B BC 1736.34 22589.63 4540.84 FY FX FY FX SEN \LCO = SEN 11 \LFY H BA \L BA 0.19 = FY \L \L22846.57 X 0.19 = FYX 0.19 = FY FY=4840.84 COS11=\LCA H COS11= \FCopperplate Gothic Bold;\LFY \U+2211\H0.61538x;FY= 0 \H1.0598x; =-1736.34+FY+BC+4340.84=0 2604.5+BD0.19+BC+4540.84=0 6945.34 +(-22389.63)(.19)+BC=0 BC=2691.36 T B BC 1736.34 22846.57 BD 22389.63 22691.36T \U+2211FY=0 AH+FX=AH+0.98AB AH+0.98(-22846.57) AH-22389.64=0 AH=22589.64 T \W5.66166; TENSIÓN B 868.17 22691.36T 22846.57 COMPRESIÓN TENSIÓN

Language	Spanish
Drawing Type	Elevation
Category	Industrial
Additional Screenshots
File Type	dwg
Materials	Other
Measurement Units	Metric
Footprint Area
Building Features
Tags	autocad, building, calculation, calculations, DWG, elevation, factory, including, industrial, industrial building, isometric, method, plant, warehouse