Structures Medical Center DWG Block for AutoCAD

Structures Medical Center DWG Block for AutoCAD

Lightened plane of Medical Center

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

see distribution of steel, plant lightweight slabs, fastening, steel temperature, ø according to plant and type of lightened, detail of the reinforcement in the, knot beam column, stirrups beam, column stirrups, detail of stirrups, detail of d in case of encounters in plant, beam d, f’c, upper bars, long. desar in cm., detail of lightened, upper, length of development, lower, without scale, lower bar, bar, upper bar, – specific weight masonry:, – solid brick kk clay :, – masonry compression:, footings, structural columns, confinement column, – unit: king kong clay bricks, – iron joints, confinement columns, beams, slabs, overlays, false floor, technical specifications, detail of stirrups, spokes, h any, internal splices on the supports, specified , increase the length of joint, b.- in case of not joining in the areas, c.- for lightened and flat beams, the steel, indicated or with the percentages, note, in the same section, values, internal reinforcement, reinforcement superior, minimum disposition of stirrups, in meetings, see table, lower bars, lightweight first level slab, aa cut, back stair detail, concrete beam or, main staircase detail, lightweight third level slab, see distribution of, lightened floor reinforcement, edge beam detail, – king kong clay brick, slab lightened

Raw text data extracted from CAD file:

A A VER DISTRIBUCION DE ACERO PLANTA LOSAS ALIGERADAS -26.65085037982281 -26.65085037982281 -26.65085037982281 -26.65085037982281 -26.65085037982281 -26.65085037982281 -26.65085037982281 -26.65085037982281 -26.65085037982281 -26.65085037982281 ø 1/4 @ 1.00 SUJECION ø 1/4 @ 0.25 A/S. 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\A1;.96 \A1;1.00 17.60 \A1;1.05 \A1;1.05 6.47 \A1;3.39 .60 \A1;1.55 \A1;2.12 \A1;.39 \A1;.97 \A1;1.30 \A1;1.30 \A1;1.17 \A1;.35 \A1;2.85 \A1;.35 \A1;.35 \A1;4.19 \A1;4.20 1.51 \A1;1.13 \A1;4.37 3.39 \A1;4.02 \A1;4.02 \A1;2.12 18.30 5.55 27.82 4.37 7.52 19.75 25.85 1Ø 1/2" 1 Ø 1/2" 1Ø 3/8" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1Ø1/2" 1Ø 3/8" 1Ø 3/8" 1Ø 3/8" 1Ø 3/8" 2 1 3 5 6 7 1 2 3 5 5 5 5 5 5 5 5 5 5 5 5 5 1Ø 3/8" 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 A A A' B D E C 1 2 3 4 5 6 7 1' 1 A A' B A B C D VS ( 0.25 x 0.50 ) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55) VP - ( 0.35 x 0.55 ) VS - ( 0.25 x 0.50 ) VP - ( 0.35 x 0.70 ) VP - ( 0.35 x 0.70 ) VP - ( 0.35 x 0.70 ) VP - ( 0.35 x 0.70 ) VP - ( 0.35 x 0.70 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VP - ( 0.40 x 0.40 ) VP - ( 0.40 x 0.40 ) VS - ( 0.35 x 0.40 ) VS - ( 0.35 x 0.40 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) 1Ø1/2" 5 VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 050 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.60 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 06.5 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1Ø1/2" 1Ø1/2" 1Ø1/2" 1Ø1/2" 1Ø1/2" 1Ø1/2" 1 Ø 1/2" 1Ø1/2" 5 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 5 5 5 5 5 5 5 5 5 5 5 5 5 1Ø1/2" 1Ø1/2" 1Ø1/2" 1Ø1/2" 1 Ø 1/2" 1Ø1/2" 5 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 5 5 5 5 5 5 5 5 5 5 5 5 1Ø1/2" 1Ø1/2" 1Ø1/2" 1Ø1/2" 1 Ø 1/2" 1 Ø 1/2" 5 5 5 1Ø1/2" 5 1Ø3/8" 1 Ø 1/2" 5 5 5 1Ø3/8" VS - ( 0.25 x 0.50 ) 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 5 5 5 5 5 5 5 5 5 5 5 5 DETALLE DEL REFUERZO EN EL 3 ESTRIBOS DE d3/8" EN EL NUDO (ESTRIBO ADICIONAL) NUDO VIGA COLUMNA S/E ESTRIBOS VIGA ESTRIBOS COLUMNA 135° .10 Escala : 1/10 Detalle de Estribos 0.25 ESC: 1/10 0.25 DETALLE DE d EN CASO DE ENCUENTROS EN PLANTA 0.25 d DE VIGA 0.25 0.25 d DE VIGA 0.25 .25 0.25 3/4" 70.00 70.00 60.00 60.00 45.00 1/2" 5/8" 45.00 3/8" 35.00 30.00 f'c 175.00 210.00 Ø BARRAS SUPERIORES Fy = 4200 kg/cm2 Long. desar. en cm. 1" 130.00 125.00 h L/3 L/3 L/4 m L/4 L/4 m L/3 L/4 DETALLE DE ALIGERADO ESC: 1/10 S/C=500 Kg/cm2 125 60 70 35 L Superior 45 DETALLES ESTRUCTURALES(Proceso Constructivo) LONGITUD DE DESARROLLO 45 50 Inferior 30 L SIN ESCALA 35 90 3/4" h 2/3h 1/3h CUANDO h=30 CM, SE MEDIRA PRINCIPIO DE DOBLES A 90º LA LONGITUD "L" A PARTIR DEL Barra Inferior 5/8" BARRA Ø 3/8" 1/2" Barra Superior L 1" 02. CONCRETO ARMADO As (+) : a L/4 - R. N. E. ( Normas E-020, E-030, E-050, E-060) -COLUMNAS : A 2L/3 (Tramo Central) 6.00.- NORMAS 10 x 24 x 14 1,800.00 kg/m3 f'm = 55 kg/cm2 - Peso Especifico Albañileria : - Ladrillo Macizo KK arcilla: - Compresión Albañileria : - FACTOR DE ZONA(2) : 0.30 SOBRECIMIENTO ARMADO f'c = 210 Kg/cm2 = 3.00 cm. = 10.0 cm. 4.00.- RECUBRIMIENTOS ZAPATAS COLUMNAS ESTRUCTURALES f'c = 210 Kg/cm2. - JUNTA : 1.5 cm. - MORTERO : C : A = 1 : 5 COLUMNAS ESTRUCTURALES f'c = 210 Kg/cm2 VIGAS SOLERAS f'c = 210 Kg/cm2 ZAPATAS f'c = 210 Kg/cm2 = 500 Kg/cm2. - PROF. DE CIMENTACION: 2.50 m. (Minimo) - CAPACIDAD PORTANTE : 2.61 Kg/cm2.(Estudio de Suelos) COLUMNA DE CONFINAMIENTO 03. ALBAÑILERIA 3.00.- DE LAS SOBRECARGAS NIVELES 1° 2.00.- DEL SUELO - UNIDAD : LADRILLOS KING KONG DE ARCILLA = 2.50 cm. -VIGAS : As (-) : Tercio Central - ACERO CORRUGADO- Grado 60 : fy = 4200 Kg/cm2. - EMPALMES DE FIERRO 5.00.- ACERO COLUMNAS DE CONFINAMIENTO = 3.00 cm. VIGAS SOLERAS (C:H=1:8+25% P.M.Ø 4"max) (C:H=1:10+25% P.G.Ø 6"mäx) f'c = 140 Kg/cm2. Solado f'c = 100 Kg/cm2. 1.00.- DE LOS MATERIALES SOBRECIMIENTOS FALSO PISO 01. CONCRETO SIMPLE f'c = 140 Kg/cm2. CIMIENTOS CORRIDOS f'c = 100 Kg/cm2. ESPECIFICACIONES TECNICAS DETALLE DE ESTRIBOS 7.5 cm. 3/8" 15 cm. 8 mm 10 cm. 1/4" L Ø 3.0 cm. 2.5 cm. 2.0 cm. Radios L R H Cualquiera para fierro de 3/8" y 35 cm. para fierro de siendo la longitud de empalme igual a 25cm. interior se empalmara sobre los apoyos especificados,aumentar la longitud de empalme b.- En caso de no empalmarse en las zonas c.- Para aligerados y vigas chatas, el acero en un 70% o consultar al proyectista. de 1/2" o 5/8". indicadas ó con los porcentajes .45 .40 .40 1.00 .40 .50 .40 .40 1.15 .60 5/8" 3/8" 1/2" 1" 3/4" .60 .45 .50 1.30 .75 a.- No empalmar mas del 50% del Area total N O T A en una misma seccion V A L O R E S D E m H < 30 REFUERZO INTERIOR Ø H >30 REFUERZO SUPERIOR DISPOSICION MINIMA DE ESTRIBOS EN ENCUENTROS Ver tabla 2 Estribos adicionales Ver tabla 5/8" 45.00 45.00 35.00 35.00 1/2" 3/8" 30.00 30.00 Fy = 4200 kg/cm2 Long. desar. en cm. 3/4" 50.00 50.00 1" 90.00 95.00 f'c Ø 210.00 175.00 BARRAS INFERIORES 1Ø 3/8" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1Ø 3/8" 1Ø 3/8" 1Ø 3/8" 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1Ø3/8" 1 Ø 1/2" 2 3 5 6 7 1 2 5 5 5 1Ø 3/8" A A A' B D E C A A' B A B C D 1Ø1/2" 5 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1Ø1/2" 1Ø1/2" 1Ø1/2" 1Ø1/2" 1Ø1/2" 1Ø1/2" 1 Ø 1/2" 1Ø1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 5 5 5 5 5 5 5 5 5 5 5 5 1Ø1/2" 1Ø1/2" 1Ø1/2" 1 Ø 1/2" 1Ø1/2" 5 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 5 5 5 5 5 5 5 5 5 5 5 5 1Ø1/2" 1Ø1/2" 1Ø1/2" 1Ø1/2" 1 Ø 1/2" 5 5 1Ø3/8" 1 Ø 1/2" 5 5 5 1Ø3/8" 5 5 5 5 5 5 1 Ø 1/2" 5 5 5 5 5 5 5 5 1 2 3 4 5 6 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 7 1' 1 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 2 Ø 1/2" 2 Ø 1/2" 2 Ø 1/2" 1 Ø 1/2" 2 Ø 1/2" 2 Ø 1/2" 1 Ø 1/2" 2 Ø 1/2" 2 Ø 1/2" 1 Ø 1/2" 2 Ø 1/2" 1 Ø 1/2" 5 5 5 5 5 5 5 5 5 5 5 5 1 Ø 1/2" 2 Ø 1/2" 1 Ø 1/2" 2 Ø 1/2" 2 Ø 1/2" 1 Ø 1/2" 2 Ø 1/2" 2 3 5 6 7 1 2 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 3 1Ø1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1Ø1/2" 1Ø1/2" 1Ø1/2" 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1Ø3/8" 1 Ø 1/2" 2 3 5 6 7 1 2 5 5 5 1Ø1/2" A A A' B D E C 1Ø3/8" 1 Ø 1/2" 5 5 5 1Ø3/8" 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1 Ø 1/2" 5 5 5 5 5 5 5 5 5 5 5 5 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 2 3 5 6 7 1 2 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 3 LOSA ALIGERADA PRIMER NIVEL ESC: 1/50 SOBRECARGA = 500 Kg./cm2. 9 3 8 4 10 7 6 5 2 1 9 3 8 4 10 7 6 5 2 1 15 14 13 12 16 17 18 19 20 21 CORTE A-A DETALLE ESCALERA POSTERIOR (Escala : 1/50) 5 Ø1/2"@0.20 \A1;Ø\S1#2;"@0.20 Ø 1/2"@0.20 Ø1/2"@0.20 Ø1/2"@0.20 \A1;Ø\S1#2;"@0.20 NTN= +0.60 5 5 VIGA DE CONCRETO 5 5 5 5 5 5 5 5 5 5 5 1 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 5 VIGA DE CONCRETO \A1;Ø\S1#2;"@0.20 \A1;Ø\S1#2;"@0.20 \A1;Ø\S1#2;"@0.20 \A1;Ø\S1#2;"@0.20 A A DETALLE ESCALERA PRINCIPAL 5 Ø1/2"@0.20 \A1;Ø\S1#2;"@0.20 \A1;Ø\S1/2;"@0.20 Ø1/2"@0.20 Ø1/2"@0.20 \A1;Ø\S1#2;"@0.20 NTN= +0.60 5 5 VIGA DE CONCRETO 5 5 5 5 1 0 2 3 4 5 6 7 8 9 10 11 10 11 12 13 14 15 16 17 18 19 20 21 5 VIGA DE CONCRETO \A1;Ø\S1#2;"@0.20 \A1;Ø\S1#2;"@0.20 \A1;Ø\S1#2;"@0.20 5 LOSA ALIGERADA SEGUNDO NIVEL(h=0.20) ESC: 1/50 SOBRECARGA = 500 Kg./cm2. LOSA ALIGERADA TERCER NIVEL ESC: 1/50 SOBRECARGA = 300 Kg./cm2. 1' 1 .05 Ver distribución del .10 refuerzo en planta aligerado Ver distribución del (Escala 1/25) refuerzo en planta aligerado Sección 1-1 .20 .15 Usar @ 0.20 a/s Estribos en "S" : (Escala 1/25) V-B(0.10x0.20) DETALLE DE VIGA BORDE 4 5 5 5 5 5 5 5 5 5 5 1 Ø 1/2" 5 5 1 Ø 1/2" 5 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 1 Ø 1/2" 5 5 5 5 5 5 1Ø1/2" 1Ø1/2" A B C 5 5 5 5 NTN= +3.80 5 15 14 13 12 10 9 8 7 6 5 4 3 2 TUBO Fe d2" NEGRO LIVIANO MASILLADO Y PINTADO AL DUCO 16 17 18 11 19 20 5 5 5 5 5 21 5 5 5 02. CONCRETO ARMADO As (+) : a L/4 - R. N. E. ( Normas E-020, E-030, E-050, E-060) -COLUMNAS : A 2L/3 (Tramo Central) 6.00.- NORMAS 10 x 24 x 14 1,800.00 kg/m3 f'm = 55 kg/cm2 - Peso Especifico Albañileria : - Ladrillo King Kong arcilla: - Compresión Albañileria : - FACTOR DE ZONA(2) : 0.30 SOBRECIMIENTO ARMADO f'c = 210 Kg/cm2 = 3.00 cm. = 10.0 cm. 4.00.- RECUBRIMIENTOS ZAPATAS COLUMNAS ESTRUCTURALES f'c = 210 Kg/cm2. - JUNTA : 1.5 cm. - MORTERO : C : A = 1 : 5 COLUMNAS ESTRUCTURALES f'c = 210 Kg/cm2 VIGAS SOLERAS f'c = 210 Kg/cm2 ZAPATAS f'c = 210 Kg/cm2 = 300 Kg/cm2. - PROF. DE CIMENTACION: 2.50 m. (Minimo) - CAPACIDAD PORTANTE : 2.61 Kg/cm2.(Estudio de Suelos) COLUMNA DE CONFINAMIENTO 03. ALBAÑILERIA 3.00.- DE LAS SOBRECARGAS NIVELES 1° 2.00.- DEL SUELO - UNIDAD : LADRILLOS KING KONG DE ARCILLA = 2.50 cm. -VIGAS : As (-) : Tercio Central - ACERO CORRUGADO- Grado 60 : fy = 4200 Kg/cm2. - EMPALMES DE FIERRO 5.00.- ACERO COLUMNAS DE CONFINAMIENTO = 3.00 cm. VIGAS SOLERAS (C:H=1:8+25% P.M.Ø 4"max) (C:H=1:10+25% P.G.Ø 6"mäx) f'c = 140 Kg/cm2. Solado f'c = 100 Kg/cm2. 1.00.- DE LOS MATERIALES SOBRECIMIENTOS FALSO PISO 01. CONCRETO SIMPLE f'c = 140 Kg/cm2. CIMIENTOS CORRIDOS f'c = 100 Kg/cm2. ESPECIFICACIONES TECNICAS NTN= +3.80 LOSA ALIGERADA MUDULO III (h=0.25) LOSA ALIGERADA MUDULO II (h=0.20) LOSA ALIGERADA MUDULO IV (h=0.20) LOSA ALIGERADA MUDULO I (h=0.20) VP - ( 0.25 x 0.50 ) VP - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) LOSA ALIGERADA MUDULO III (h=0.25) LOSA ALIGERADA MUDULO II (h=0.20) LOSA ALIGERADA MUDULO IV (h=0.20) LOSA ALIGERADA MUDULO I (h=0.20) LOSA ALIGERADA MUDULO III (h=0.25) LOSA ALIGERADA MUDULO II (h=0.20) LOSA ALIGERADA MUDULO IV (h=0.20) LOSA ALIGERADA MUDULO I (h=0.20) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.70 ) VP - ( 0.35 x 0.70 ) VS - ( 0.35 x 0.40 ) VS - ( 0.35 x 0.40 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.55 ) 2 Ø 1/2" 2 Ø 1/2" 2 Ø 1/2" 2 Ø 1/2" 5 5 5 5 5 5 5 6 7 9 3 8 4 10 7 6 5 2 1 VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) A B VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VP - ( 0.35 x 0.70 ) VP - ( 0.35 x 0.70 ) VP - ( 0.35 x 0.70 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VP - ( 0.40 x 0.40 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.35 x 0.40 ) VP - ( 0.35 x 050 ) VP - ( 0.35 x 0.60 ) VP - ( 0.40 x 0.40 ) VS ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.55) VP - ( 0.35 x 0.55 ) VP - ( 0.35 x 0.70 ) VP - ( 0.35 x 0.70 ) VS - ( 0.35 x 0.40 ) VS - ( 0.35 x 0.40 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VS - ( 0.25 x 0.50 ) VP - ( 0.35 x 0.70 ) VP - ( 0.35 x 0.70 ) VP - ( 0.35 x 0.70 ) VS - ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VP - ( 0.40 x 0.40 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VP - ( 0.35 x 0.50 ) VP - ( 0.35 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.35 x 0.40 ) VP - ( 0.35 x 050 ) VP - ( 0.35 x 0.60 ) VP - ( 0.40 x 0.40 ) VS ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS - ( 0.25 x 0.50 ) VS ( 0.25 x 0.50 )

Language	Spanish
Drawing Type	Block
Category	Hospital & Health Centres
Additional Screenshots
File Type	dwg
Materials	Concrete, Masonry, Steel, Other
Measurement Units	Metric
Footprint Area
Building Features
Tags	autocad, block, center, CLINIC, DWG, health, health center, Hospital, lightened, medical, medical center, plane, structures