Structural Design Commercial DWG Detail for AutoCAD

Ground Foundation – tile floor – joists detail – detail of foundations – specifications

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

mac.jee, odontology, kitchen, pantry, floor plan, laundry, Cafeteria, drying clothes, plotting scale:, valledupar, date, plan no., concrete:, materials, reinforcement:, drawing scale, contains, architectural design, draft:, Location:, April of, owner:, I collaborate:, i.p.s dusakawi, multicultural clinic, san juan del cesar, architectural plant, deck plant, main facade, department of guajira, san juan del cesar, department of guajira, orlando marquez coronel, mp: atl, cut, first-level, beam, support section, stirrup, They are, They are:, They are, type column, stirrups are, structural scheme level foundation, structural scheme second floor level, n. overdrive., n. ground, shoe type son, foundation, concrete floor, poor cm, description, In every sense, square shoes, In every sense, concrete floor, poor cm, handle, asb, description, n. ground, handle, In every sense, asb, median shoes, They are, shoe type, They are, shoe type, They are, type column, stirrups are, They are, type column, stirrups are, beam, support section, stirrup, They are, They are:, beam, support section, stirrup, They are, They are:, lightening, joist, typical section of mezzanine deck, beam, typical section, stirrup, They are, They are:, beam, section supports, stirrup, They are, They are:, joists, They are, stirrup, They are, floor, stirrup, They are, beam, They are, floor, plotting scale:, date, plan no., concrete:, digit:, materials, reinforcement:, drawing scale, structural calculations:, ing, contains, architectural design, owner:, address:, draft:, September of, reinforcement shoes, esq. structural level foundation, esq. structural floor level, foundation beam type VC, They are, They are, stirrup, reinforcement columns, plotting scale:, date, plan no., concrete:, digit:, materials, reinforcement:, drawing scale, structural calculations:, ing, contains, architectural design, owner:, address:, draft:, September of, reinforcement beams joists

Raw text data extracted from CAD file:

6.28 6.59 6.73 5.15 5.15 .10 .10 6.28 6.59 6.73 5.15 5.15 .10 .10 6.28 6.59 6.73 1.25 0.40 0.30 \A1;3.20 \A1;1.00 \A1;.30 \A1;.25 \A1;3.20 \A1;1.00 \A1;.30 \A1;.25 \A1;3.20 \A1;1.00 \A1;.30 \A1;.25 1.25 1.79 1.95 0.50 0.30 6.28 6.59 0.40 0.30 5.25 5.25 1.28 1.28 0.30 0.30 5.25 5.25 0.50 0.50 10.30 2.30 0.12 0.30 0.20 0.30 0.30 0.30 MAC.JEE ODONTOLOGIA ODONTOLOGIA COCINA DESPENSA PLANTA ARQUITECTONICA PRIMER PISO LAVANDERIA CAFETERIA SECADO DE ROPAS A B C D E F G H I J K L M N O P Q R S T U V W 1 2 3 4 6 7 8 9 11 12 13 14 16 15 17 18 19 20 21 22 10 5 ESCALA DE PLOTEO: 1: 75 VALLEDUPAR FECHA : PLANO No. : CONCRETO: F’c=210 Kg/cm2 Fy=4200 Kg/cm2 MATERIALES : REFUERZO: ESCALA DE DIBUJO: 1: 75 CONTIENE : DISEÑO ARQUITECTONICO : PROYECTO: UBICACION: ABRIL DE 2012 PROPIETARIO: COLABORO: A-1 I.P.S DUSAKAWI CLINICA MULTICULTURAL SAN JUAN DEL CESAR PLANTA ARQUITECTONICA PLANTA DE CUBIERTA FACHADA PRINCIPAL OM DEPARTAMENTO DE LA GUAJIRA SAN JUAN DEL CESAR DEPARTAMENTO DE LA GUAJIRA ORLANDO MARQUEZ CORONEL MP: 0870072701 ATL CORTE A-A DE PRIMER Y SEGUNDO NIVEL 5 5 5 5 3,80 0,30 2,70 0,30 1 3 5 A B C D 5 5 5 5 5 2 4 5 5 1 3 5 A B C D 5 5 5 5 5 2 4 5 5 A B C D 5 5 5 5 VIGA 6 d 3/4″ 2 d 5/8″ SECCION APOYO C 0.08 0.08 0.35 0.25 ESTRIBO d 3/8″ SON 344 SON: 2 0.40 0.30 20 E. d 3/8″ @ 0.10 12 E. d 3/8″ @ 0.20 VC-1 0.30 x 0.30 VC-1 0.30 x 0.30 VC-1 0.30 x 0.30 VC-1 0.30 x 0.30 VC-1 0.30 x 0.30 VC-1 0.30 x 0.30 VC-1 0.30 x 0.30 VC-1 0.30 x 0.30 VC-1 0.30 x 0.30 VC-1 0.30 x 0.30 VC-1 0.30 x 0.30 VC-1 0.30 x 0.30 Z1-C1 Z1-C2 Z1-C1 Z1-C2 Z2-C1 Z2-C1 Z3-C3 Z2-C2 Z2-C1 Z2-C1 Z3-C3 @.10 10E. d 3/8″ 5 5 5 SON 6 COLUMNA TIPO C1 5 9 E. d 3/8″ @.10 8 d5/8″ L= 6.0m ESTRIBO d 3/8″ SON 228 0.08 0.30 0.30 0.22 0.22 0.08 3d5/8″ 10 E. d 3/8″ @.15 2d5/8″ 3d5/8″ ESQUEMA ESTRUCTURAL NIVEL CIMENTACION ESC………………1: 50 ESQUEMA ESTRUCTURAL NIVEL SEGUNDO PISO ESC………………1: 50 VI-1 0.40 x 0.30 VI-1 0.40 x 0.30 N. SOBRECIM. N. TERRENO ZAPATA TIPO Z1 SON 4 1.00 m L m 1.80 CIMIENTO As As H SOLADO DE CONCRETO POBRE e= 5 cm L DESCRIPCIÓN L H m As 0.40 L En cada sentido 15 d 1/2″ L= 2.00 ZAPATAS CUADRADAS En cada sentido SOLADO DE CONCRETO POBRE e= 5 cm Asa Asb 1.20 m DESCRIPCIÓN N. TERRENO m B m A H B H m Asa En cada sentido Asb B A ZAPATAS MEDIANERAS 15 d 1/2″ L= 1.20 5 d 1/2″ L= 2.0 0.40 1.00 1.80 SON 5 ZAPATA TIPO Z2 23 d 1/2″ L= 1.20 5 d 1/2″ L= 2.0 0.50 1.00 2.80 SON 2 ZAPATA TIPO Z3 9 E. d 3/8″ @.10 @.10 10E. d 3/8″ 5 5 5 SON 3 COLUMNA TIPO C2 5 9 E. d 3/8″ @.10 8 d3/4″ L= 6.0m ESTRIBO d 3/8″ SON 114 0.08 0.30 0.30 0.22 0.22 0.08 3d3/4″ 10 E. d 3/8″ @.15 2d3/4″ 3d3/4″ 9 E. d 3/8″ @.10 @.10 10E. d 3/8″ 5 5 5 SON 2 COLUMNA TIPO C3 5 9 E. d 3/8″ @.10 12 d1″ L= 6.0m ESTRIBO d 3/8″ SON 76 0.08 0.50 0.50 0.42 0.42 0.08 4d1″ 10 E. d 3/8″ @.15 4d1″ 4d1″ 9 E. d 3/8″ @.10 0.42 0.42 0.42 0.42 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 20 E. d 3/8″ @ 0.10 20 E. d 3/8″ @ 0.10 20 E. d 3/8″ @ 0.10 13 E. d 3/8″ @ 0.20 20 E. d 3/8″ @ 0.10 20 E. d 3/8″ @ 0.10 14 E. d 3/8″ @ 0.20 5 13 E. d 3/8″ @ 0.10 VI-1 \A1;2 d 5/8 ” L=6.00 m \A1;2 d 5/8 ” L=6.00 m \A1;2 d 5/8 ” L=6.00 m \A1;2 d 5/8 ” L=6.00 m \A1;2 d 5/8 ” L=3.00 m \A1;2 d 5/8 ” L=3.00 m 5 5 \A1;3 d 3/4 ” L=6.00 m \A1;3 d 3/4 ” L=6.00 m \A1;3 d 3/4 ” L=6.00 m \A1;3 d 3/4 ” L=6.00 m \A1;1 d 3/4 ” L=3.00 m \A1;3 d 3/4 ” L=4.00 m \A1;3 d 3/4 ” L=4.00 m A B C 5 5 VIGA 6 d 1″ 3 d 1″ SECCION APOYO B 0.08 0.08 0.45 0.25 ESTRIBO d 3/8″ SON 105 SON: 1 0.50 0.30 20 E. d 3/8″ @ 0.10 12 E. d 3/8″ @ 0.20 20 E. d 3/8″ @ 0.10 20 E. d 3/8″ @ 0.10 20 E. d 3/8″ @ 0.10 13 E. d 3/8″ @ 0.20 VI-2 \A1;3 d 1″ L=6.00 m \A1;3 d 1″ L=6.00 m \A1;3 d 1″ L=3.00 m \A1;3 d 1″ L=6.00 m \A1;3 d 1″ L=6.00 m \A1;3 d 1″ L=3.00 m \A1;1 d 1″ L=3.00 m \A1;3 d 1″ L=4.00 m \A1;1 d 1″ L=3.00 m 1 3 5 VI-2 0.50 x 0.30 VI-3 0.40 x 0.30 VI-3 0.40 x 0.30 V1 V1 V1 V1 V1 V1 V1 V1 V1 V1 V1 V1 V1 VIGA 5 d 3/4″ 2 d 5/8″ SECCION APOYO 3 0.08 0.08 0.35 0.25 ESTRIBO d 3/8″ SON 84 SON: 1 0.40 0.30 VI-3 5 5 15 E. d 3/8″ @ 0.10 15 E. d 3/8″ @ 0.10 15 E. d 3/8″ @ 0.10 15 E. d 3/8″ @ 0.10 12 E. d 3/8″ @ 0.20 12 E. d 3/8″ @ 0.20 \A1;2 d 5/8 ” L=6.00 m \A1;2 d 5/8 ” L=6.00 m \A1;2 d 5/8 ” L=3.00 m \A1;2 d 5/8 ” L=3.00 m 5 5 \A1;4 d 3/4 ” L=4.00 m \A1;4 d 3/4 ” L=6.00 m \A1;4 d 3/4 ” L=4.00 m 0.30 0.12 0.60 0.12 0.25 0.05 d 1/4 @ 0.30 ALIGERANTE d 1/4 @ 0.72 VIGUETA SECCION TIPICA PLACA DE ENTREPISO Y CUBIERTA \A1;1 d 3/4 ” L=6.00 m VI-4 0.30 x 0.30 VI-4 0.30 x 0.30 VI-4 0.30 x 0.30 1 3 5 VIGA 3 d 5/8″ 3 d 1/2″ SECCION TIPICA 0.08 0.08 0.25 0.25 ESTRIBO d 3/8″ SON 252 SON: 3 0.30 0.30 VI-4 5 5 15 E. d 3/8″ @ 0.10 15 E. d 3/8″ @ 0.10 15 E. d 3/8″ @ 0.10 15 E. d 3/8″ @ 0.10 12 E. d 3/8″ @ 0.20 12 E. d 3/8″ @ 0.20 \A1;3 d 1/2 ” L=6.00 m \A1;3 d 1/2 ” L=6.00 m \A1;3 d 5/8 ” L=4.00 m \A1;3 d 5/8 ” L=6.00 m \A1;3 d 5/8 ” L=4.00 m VI-5 0.50 x 0.30 2 4 VIGA 7 d 1″ 3 d 1″ SECCION APOYOS 0.08 0.08 0.45 0.45 ESTRIBO d 3/8″ SON 189 SON: 1 0.50 0.50 VI-5 5 60 E. d 3/8″ @ 0.05 \A1;4 d 1″ L=4.00 m \A1;4 d 1″ L=6.00 m \A1;4 d 1″ L=4.00 m \A1;3 d 1″ L=4.00 m \A1;3 d 1″ L=4.00 m \A1;3 d 1″ L=6.00 m \A1;2 d 1″ L=6.00 m \A1;3 d 1″ L=4.00 m \A1;3 d 1″ L=4.00 m 5 E. 1/4″ @0.30 VIGUETAS V1 0.05 0.25 0.05 0.07 1 d 1/2″ 1 d 5/8″ SON 834 ESTRIBO d 1/4″ SON 2° PISO – 250m 0.12 0.30 V1 V1 V1 V1 V1 V1 V1 V1 V1 V1 V1 V1 VI-4 0.30 x 0.30 VI-4 0.30 x 0.30 V1 V1 V1 V1 V1 V1 VI-6 0.20 x 0.30 VI-6 0.20 x 0.30 VI-6 0.20 x 0.30 0.25 3 d 1/2 0.15 ESTRIBO d 3/8″ SON 114 0.08 0.08 3 d 1/2″ VIGA VI-6 E. 3/8″ @0.15 SON 2° PISO – 17m 0.20 0.30 ESCALA DE PLOTEO: 1: 50 ES-1 FECHA : PLANO No. : ø 3/8” Fy=2400 Kg/cm2 CONCRETO: F’c=210 Kg/cm2 ø 3/8” Fy=4200 Kg/cm2 DIGITÓ: MATERIALES : REFUERZO: ESCALA DE DIBUJO: 1: 50 CALCULOS ESTRUCTURALES: ING : CONTIENE : DISEÑO ARQUITECTONICO : PROPIETARIO: DIRECCION: PROYECTO: SEPTIEMBRE DE 2008 REFUERZO ZAPATAS ESQ. ESTRUCTURAL NIVEL CIMENTACION ESQ. ESTRUCTURAL NIVEL 2 PISO VIGA DE CIMENTACION TIPO VC 1 SON 76m 0.20 SON 254 3d 1/2″ 3d 1/2″ 0.20 0.08 0.08 0.30 0.30 ESTRIBO E d 3/8″ E d 3/8″ @ 0.30 60 E. d 3/8″ @ 0.05 29 E. d 3/8″ @ 0.15 REFUERZO COLUMNAS ESCALA DE PLOTEO: 1: 50 ES-2 FECHA : PLANO No. : ø 3/8” Fy=2400 Kg/cm2 CONCRETO: F’c=210 Kg/cm2 ø 3/8” Fy=4200 Kg/cm2 DIGITÓ: MATERIALES : REFUERZO: ESCALA DE DIBUJO: 1: 50 CALCULOS ESTRUCTURALES: ING : CONTIENE : DISEÑO ARQUITECTONICO : PROPIETARIO: DIRECCION: PROYECTO: SEPTIEMBRE DE 2008 REFUERZO VIGAS Y VIGUETAS