Roof Solution DWG Block for AutoCAD

Solution roof of shed – Technical specifications

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

Every cm, Every cm., Lag every cm bwg, put., put., P.o.n. beam Reinforced, Floor plan roof terrace esc., Cut esc., Every cm, Every cm., Elevation type of reinforcement esc., Print scale, yellow, magenta, Grices, White, Cyan, green, blue, Red, Pp sc, Maximum separation made, Distributed load to verify, Light between axles of supports, Inertia part wood to ejeneutro, Inertia part steel to neutral axis, Module elasticity wood, Modulus elasticity steel, Of modules, Total inertia equivalent steel, Equivalent module resistant steel, Requesting moment, Tensile stress in platinum, okay., Maximum deformation with, okay., Reinforcement verification, Recommended countershaft before reinforcing cm.

Raw text data extracted from CAD file:

\A1;675.0 \A1;225.0 \A1;675.0 \A1;500.0 \A1;415.0 \A1;360.0 \A1;360.0 \A1;365.0 \A1;365.0 \A1;50 \A1;5 \A1;150 \A1;5 \A1;50 \A1;675.0 \A1;635.0 \A1;600.0 PL600x50x5 C/TIRAFONDOS CADA 30 CM \A1;600.0 PL600x50x5+P.O.N.2″x2″ C/TIRAFONDOS CADA 25 CM. 1 2 3 4 5 6 N LL K I 5 5 5 5 5 5 5 5 5 5 5 5 5 5 TIRAFONDOS CADA 30 CM BWG Nº5 (d=5.5 mm) L=2,5″ TIRAFONDOS CADA 25 CM BWG Nº5 (d=5.5 mm) L=4,5″ P.O.N. 2″x6″ PL 50×5 (CONTINUA) PL 50×5 (CONTINUA) P.O.N. 2″x2″ VIGA P.O.N. REFORZADA VIGA P.O.N. REFORZADA VIGA P.O.N. REFORZADA VIGA P.O.N. REFORZADA VIGA P.O.N. REFORZADA VIGA P.O.N. REFORZADA PLANTA TECHUMBRE TERRAZA ESC. 1:75 CORTE 1-1 (TIPO) ESC. 1:2,5 1 1 1 1 1 1 1 1 1 1 1 1 N LL 675.0 635.0 600.0 PL600x50x5 C/TIRAFONDOS CADA 30 CM 600.0 PL600x50x5+P.O.N.2″x2″ C/TIRAFONDOS CADA 25 CM. 1 1 ELEVACION TIPO DEL REFUERZO ESC. 1:25 IMPRIMIR A ESCALA 10:75 IMPRIMIR A ESCALA 10:75 IMPRIMIR A ESCALA 10:25 AMARILLO MAGENTA GRICES BLANCO CYAN VERDE AZUL ROJO 0.20 0.50 0.10 0.20 0.15 0.40 0.25 0.30 PP (envigado+cubierta+costaneras) = 20.0 kg/m2 SC (s/norma P=5%) = 60.0 kg/m2 PP + SC = 80.0 kg/m2 Separacion máxima envigado = 1.0 m Carga Distribuida para verificar = 0.80 kg/cm Luz entre ejes de apoyos = 675.00 cm Inercia parte madera al ejeneutro 3333.3 cm4 Inercia parte acero al eje neutro 300.0 cm4 Módulo Elasticidad Madera (minima) 40000.0 kg/cm2 Módulo Elasticidad Acero 2100000.0 kg/cm2 n (razon de módulos Eacero/Emad.) 52.5 Inercia total equivalente a acero (Ieq) 363.5 cm4 Módulo resistente equivalente a acero (Weq) 45.4 cm3 Momento solicitante (M=1/8xQxL^ 2) 45562.5 kg-cm Esfuerzo de Tensión en Platina (M/Weq) 1002.8 kg/cm2 OK. Deformación Máxima con (PP+SC) 2.83 cm OK. VERIFICACION REFUERZO Contraflecha Recomendada antes de Reforzar = 3,0 cm.